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HomeMy WebLinkAbout2055 CHESTNUT AVE; ; CBR2022-4630; PermitBuilding Permit Finaled Residential Permit Print Date: 09/10/2024 Job Address: Permit Type: Parcel It: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2055 CHESTNUT AVE, CARLSBAD, CA 92008-2716 BLDG-Residential Work Class: 2052603400 Track It: $193,334.77 Lot It: Project#: Plan It: Construction Type: Orig. Plan Check It: Plan Check It: Addition Permit No: Status: ( City of Carlsbad CBR2022-4630 Closed -Finaled Applied: 12/14/2022 Issued: 03/22/2023 Finaled Close Out: 09/10/2024 Final Inspection: 08/19/2024 INSPECTOR: de Roggenbuke, Dirk Description: BAIG: ADDITION 1ST FLOOR ENTRY(112 SF} GARAGE (256 SF}/2ND FLR RECROOM (195 SF}/BALCONY (104 SF}/ROOF TOP DECK W/STAIRCASE {206 SF} Applicant: Property Owner: TNT DESIGN AND BUILD INC SAMUEL DURON CO-OWNERS NABIL BAIG AND AMINA LODHI 2055 CHESTNUT AVE 3142 TIGER RUN CT, It 108 CARLSBAD, CA 92010-6706 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK CARLSBAD, CA 92008-2716 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE} BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION REMODEL-RESIDENTIAL -OTHER SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP} SWPPP INSPECTION TIER 1 -Low BLDG SWPPP PLAN REVIEW TIER 1 -Low Total Fees: $4,215.88 Total Payments To Date: $4,215.88 Contractor: TNT DESIGN AND BUILD INC 3142 TIGER RUN CT, It STE 108 CARLSBAD, CA 92010-6693 (760} 363-5584 Balance Due: AMOUNT $813.15 $508.42 $194.00 $98.00 $175.00 $782.18 $8.00 $1,251.00 $25.13 $292.00 $69.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Fai lure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation. has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov , k (_ City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check Est. Value PC Deposit Date Job Address 2055 Chestnut Ave, Carlsbad CA 92008 Unit: APN: 205-260-34-00 ----~ CT /Project #: __________________ Lot#: PAR\ Year Built: _1_99_1 _______ _ BRIEF DESCRIPTION OF WORK: Home rennovation and addition. Rough plumbing and electrical. ~ New SF : Living SF, ____ Deck SF, 206 Patio SF, ____ Garage SF _2_49 __ Is this to create an Accessory Dwelling Unit? OY ON New Fireplace? O YON, if yes how many? ___ _ EJ Remodel:_1_,2_14 ___ SF of affected area Is the area a conversion or change of use? O Y G N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ □Solar: ___ KW, ___ Modules, Mounted:0RoofQGround, Tilt: 0Y0N, RMA:OY ON, Battery:OVC N, Panel Upgrade: OY ON Other: PRIMARY APPLICANT Name: Samuel Duron Address: 3142 Tiger Run Ct #108 City: Carlsbad State:_C_A __ Zip: 92010 Phone: 760-975-4869 Email: samuel@tntdnb.com PROPERTY OWNER I ~ ~~':11 Name: Nabil Baig fJ (b I kl a, !:::f2.CL./1 Address: 2055 Chestnut Ave City: Carlsbad Phone: 949.939.9381 Email: nabil.baig@gmail.com State:_c_A __ .Zip: 92008 DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: __________________ Business Name: TNT Design & Build Address: Address: 3142 Tiger Run Ct #108 City: ________ State:, ___ Zip:_____ City: Carlsbad State: __ c_A __ Zip: 92010 Phone: Phone: 800-959-6558 Email: Email: __________________ _ Architect State License: CSLB License#: 1012379 Class: B --------------- Car Is bad Business License# (Required): BLNR004269-11-2018 APPLICANT CERTIFICATION: I certify that I hove read the oppllcatian and state that the above information Is correct and that the information a/the plans Is accurate. I agree to comply with all City ordinances and State laws re/at Ing to building construction. NAME (PRINT): Samuel Duron DATE: 12/13/2022 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760--602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 10/21 _6 T!-1C'IS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: /herebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChopter9(commencingwithSection7000)ofDivision3 of the BusinessandProfessionsCode, and my license fs in full force and effect. I alsooffirm under penalty of perjury one of the following declarotions(CHOOSE ONE): 0 1 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. Policy No. __________________________________________ _ -OR- ~ 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: _Sta_1e_c_om_pe_ns_a_uo_n_1_ns_u_ra_nce_F_u_n_d _____________ 1 Policy No. 9230670 Expiration Date: _04_rz_1_t20_23 ______________ 1 -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shaU subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ .lender's Address: ______________________ _ CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the si1e plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): Avner Tamari SIGNATURE: A~/~· DATE: 12/13/2022 ---------------Note: If the person signing above is an authorized agent for the contra "d er of authorization on contractor letterhead. -OR- (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the follow;ng reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license law). -OR-O I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 0 FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted orat the following Website: http://www.leginfa.ca.govlca/aw.html. OWNER CERTTFICA TT0N: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utlll1ies/utillty easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The clty"s approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All Improvements existing on the property were completed In accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): 1635 Faraday Ave Carlsbad, CA 92008 ___________ DATE: ______ _ Ph: 760-602-2719 Fax: 760-602-8558 2 Email: Building@carlsbadca.gov REV.10/2 n"h -~bk_.., ('ew Sfo-<-L- 1 ~.J.-en ➔ > I I~ 'J, ,.._J rl R ite flt;'dvvi I ct-S-YJ,,. Yr 307 n~ 0uY1 -heib-J-all-e_ / ':if-J Ct re.. 7e j2 <;(t 1bc. I CHA-,) ; o 0 fo ov-rvf / Y\ vv.J J-e ( <;J-r-. l-r C ~ :JOG SP oddecl s~c.ce ?::,07 ~s& Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-4630) Permit Type: BLDG-Residential Application Date: 12/14/2022 Owner: CO-OWNERS NABIL BAIG AND AMINA LODH I Work Class: Addition Issue Date: 03/22/2023 Subdivision: PAR CEL MAP NO 16271 Status: Closed -Finaled Expiration Date: 11/18/2024 Address: 2055 CHESTNUT AVE CAR LSBAD, CA 92008-2716 IVR Number: 45252 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Date Start Date Status 05/21/2024 05/21/2024 BLDG-84 Rough 249064-2024 Passed Dirk de Roggenbuke Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 08/15/2024 08/15/2024 BLDG-Final Inspection 258014-2024 Failed Dirk de Roggenbuke Reinspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final 8/15/24 GFCI needed for bath and garage No 08/19/2024 08/19/2024 BLDG-Final Inspection 258507-2024 Passed Dirk de Roggenbuke Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final 8/15/24 GFCI needed for bath and garage Yes 8/19/24 GFCI receptacles installed Tuesday, September 10, 2024 Inspection Complete Incomplete Complete Page 1 of 1 ~frt1e North COMPLIAN'C S RVICFS March 6, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Penn it No: CBR2022-4630 True North No.: 22-018-489 Carlsbad, CA 92008 Plan Review: Remodel and Addition to SFR Address: 2055 Chestnut Ave Applicant Name: Samuel Duron Applicant Email: samuel@tntdnb.com OCCUPANCY AND BUil.,DING SUMMARY: Occupancy Groups: R-3 Occupant Load: NIA Type of Construction: V-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): Remodel: 1214 sq. ft. Deck: 206 sq-ft Garage: 249 sq-ft The plans have been reviewed for coordination with the permit application. Valuation: Confinned Scope of Work: Confinned Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: Electronic copy dated February 12, 2023, by TNT Design & Build. 2. Structural Calculations: Electronic copy dated November 21 , 2022, by Lovelace Engineering. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 lBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of further assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562. 733.8030 Transmittal Letter February 12, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Remodel and Addition to SFR Address: 2055 Chestnut Ave, Carlsbad CA Applicant Name: Samuel Duron Applicant Email: samuel@tntdnb.com lrue North COMPLIANC S RVIC S SECOND REVIEW City Permit No: CBR2022-4630 True North No.: 23-018-489 True North Compliance Services, Inc. has completed the review of the following documents for the proj ect referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. Drawings: Electronic copy dated January 4, 2023, by Samuel Duron. 2. Structural Calculations: Electronic copy dated November 21, 2022, by Miles Lovelace. 3. Energy Calculations: Electronic copy dated December 9, 2022, by Joe Nunez Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562.733.8030 Remodel and Addition to SFR 2055 Chestnut Ave February 12, 2023 RESUBMITT AL INSTRUCTIONS: City of Carlsbad-SECOND REVIEW City Pennit No.: CBR2022-4630 True North No.: 23-018-489 Page2 Plan Review Comments Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comment generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536. I and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-3/U Occupant Load: n/a Type of Construction: V-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): Remodel: 1214 sq. ft. Deck: 206 sq-ft Garage: 249 sq-ft ARCIIlTECTURAL COMMENTS: No comments GREEN BUD.,DING COMMENTS: No comments Remodel and Addition to SFR 2055 Chestnut Ave February 12, 2023 ENERGY COMPLIANCE COMMENTS: Tl. Provide energy calculations for review. City of Carlsbad-SECOND REVIEW City Permit No.: CBR2022-4630 True North No.: 23-018-489 Page3 PCl. On the cover sheet, list all special features required. Please coordinate with the Energy Report. PCl. Incorporate the fenestration SHGC, U-factors and any Required special features as per CF-lR form with window schedule. STRUCTURAL COMMENTS: General: S l. Structural calculations were not submitted with set received. Provide structural calculations for review. PCl: Provide calculations for FB-1 left support to show 6x6 adequacy. If you have any questions regarding the above comments, please contact Richard Moreno via email richardm@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter January 4, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Remodel and Addition to SFR Address: 2055 Chestnut Ave, Carlsbad CA Applicant Name: Samuel Duron Applicant Email: samuel@tntdnb.com True North COMPLIANCE S RVIC S FIRST REVIEW City Pe1n1it No: CBR2022-4630 True North No.: 23-018-489 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. Drawings: Electronic copy dated December 12, 2022, by Samuel Duron. 2. Structural Calculations: Electronic copy dated November 12, 2022, by Miles Lovelace. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the pennit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 Remodel and Addition to SFR 2055 Chestnut Ave January 4, 2023 RESUBMITT AL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FIRST REVIEW City Permit No.: CBR2022-4630 True North No.: 23-018-489 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@cal"lsbadca.gov Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California BuildiJig, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-3/U Occupant Load: n/a Type of Construction: Y-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): Remodel: 1214 sq. ft. Deck: 206 sq-ft Garage: 249 sq-ft ARCIDTECTURAL COMMENTS: General: A 1. Energy T-24 sheets were not included in the set received. Please provide for review. Remodel and Addition to SFR 2055 Chestnut Ave City of Carlsbad-FIRST REVIEW City Permit No.: CBR2022-4630 True North No.: 23-018-489 Page3 January 4, 2023 VV'.)WHt: t"KAMINl) Ut I AIL::, TITLE 2<1 Tl ENERGY CALCS 1 T2 ENERGY CALCS 2 T3 ENERGY REPORT A2. Provide approved spiral stair design sheet from manufacturer or provide structural and architectural design per CRC 311. a) Provide spiral stair detail and address the following comments per CRC R3 l 1.7.10: i) Specify the clear width below the handrails of the spiral stairs to be 26" minimum. ii) Specify The walk line radius to not be greater than 24.5". iii) Specify tread depth to be 6.75" minimum. iv) Specify the riser to be 9.5" maximum. v) Specify the headroom to be 6'6" maximum. vi) Provide light fixture to illuminate the walking surface of the stairs per CRC R3 l l .7.9. vii) 36" Minimum landing at the top and bottom of the stairs per CRC R3 l l.7.6. A3. On sheet A4.0 In bathrooms, at least one lurninaire shall be controlled by a vacancy sensor. ES 150.0 :3FI A4. Provide the following for the proposed roof deck: a) 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 / I 50 of the area of each separate space. Section R317.1.6 b) 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. Section R317. l. c) Where balconies or other elevated walking surfaces are exposed to water from direct or blowing rain, snow or irrigation, and the structural framing is protected by an impervious moisture barrier, the construction documents shall include details for all elements of the impervious moisture barrier system , The construction documents shall include the manufacturer's installation instructions. Section R 106. l.5 i) Specify on the plans the following information for the deck/balcony smfacing materials, per Section RI 06 .1.1: ii) Manufacturer's name and product name/number. iii) ICC approval number, or equal. d) Provide roof deck slope and direction of slope on sheet A3 .0 e) If applicable: Show the sizes/locations ofroof drains and overflows for roof decks. Section R903.4. . . Remodel and Addition to SFR 2055 Chestnut Ave January 4, 2023 MECHANICAL COMMENTS: No comments ELECTRICAL COMMENTS: EI. Show EVSE on electrical plans, as required by the City's CAP fonn. PLUMBING COMMENTS: City of Carlsbad-FIRST REVIEW City Permit No.: CBR2022-4630 True No1th No.: 23-018-489 Page 4 Pl. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. lfthe roof drain tenninates through a wall, the overflow drain shall tenninate 12" minimum above the roof drain. City Policy 84-35 GREEN BUILDING COMMENTS: No comments ENERGY COMPLIANCE COMMENTS: Tl. Provide energy calculations for review. STRUCTURAL COMMENTS: General: S l. Structural calculations were not submitted with set received. Provide structural calculations for review. If you have any questions regarding the above comments, please contact Richard Moreno via email richardm@tncservices.com or telephone (562) 733-8030. rEND] JOB J22410 -BAIG RESIDENCE LOVELACE ENGINEERING SHEET NO. _________ OF _____ _ CALCULATED BY A.S. DATE 2/16/2023 STRUCTURAL ENGINEERING SERVICES OECKEOBY _________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102. San Diego, CA 92121 phoneBSB.535.9111 • fax858.535.1989 • www.lovelaceeng.com SCALE ________________ _ BAIG RESIDENCE ADDRESS, 2055 CHESTNUT AYENUTE, GA-RLSBAD, GA '{2008 STRUCTURAL CORRECTIONS PROJECT# 23-018-489 0 GORREG TION #I PLEASE SEE ATTACHED FOR ADDITIONAL CALCULATIO NS FOR THE FB-1 LEFT SUPPORT. THE 6x6 POST IS SHOHN TO BE ADEQUATE TO SUPPORT THE REACTIONS FROM FB-1. ~ LOVELACE ENGINEERING STRUCTVP.:AL ENCil l~EE FflNG S-ERVIC ES Level 2 Element Type Diaphragm ROOF Diaphragm Diaphragm Wall EXTERIOR Wall INTERIOR Wall Misc./ Concentrated Total Weight {lbs.) Level 1 Element Type Diaphragm FLOOR Diaphragm DECK Diaphragm ROOF Wall EXTERIOR Wall INTERIOR Wall Misc./ Concentrated Total BAIG RESIDENCE TNT DESIGN BUILD J22470 SEISMIC WEIGHT ROOF Typical Plate Ht. {ft.) Dead Load {psf) Area (sf) 25 2100 Dead Load {psf) Length {ft.) I 16 200 7 171 Dead Load (lbs.) 87676 Seismic Weight {lbs.) FLOOR Typical Plate Ht. (ft.) Dead Load (psf) Area (sf) 14 lSOO 25 1400 Dead Load (psf) Length {ft.) 16 250 7 150 Dead Load (lbs.) 101450 Seismic Weight 8 Weight 52500 0 0 Weight 25600 9576 0 Weight 0 70088 9 Weight 21000 0 35000 Weight 36000 94SO 0 Weight 0 96313 L-1 A.S. 11/18/2022 Page: LOVELACE ENGINEERING STRUCTURAL ENGINEERING SERVICES STRUCTURAL CALCULATIONS (ADDITIONAL CALCULATIONS FOR CORRECTION RESPONSE) DATE: PROJECT: DESIGNER: JOB: FEBRUARY 16, 2023 BAIG RESIDENCE 2055 CHESTNUT AVENUE CARLSBAD, CA 92008 TNT DESIGN BUILD 3142 TIGER RUN COURT #8 CARLSBAD, CA 92010 J22470 ts!>ts.!>5!}.~ 111 I tax ts!>ts.535.1989 I www.lovelaceeng.com 10509 Vista Sorrento Pkwy, Suite 102 San Diego, CA 92121 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy. Ste. 102 San Diego, CA 92121 Project Title: Engineer: Project ID: Project Descr. BAIG RESIDENCE A.S. J22470 Love ace ng1neenng, nc. DESCRIPTION: FB-1 LEFT SUPPORT Code References Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Analysis Method Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height Wood Species Douglas Fir-Larch Wood Grade No.1 Fb+ 1,200.0psi Fv Fb-1,200.0psi Ft Fe -Prll 1,000.0 psi Density Fe-Perp 625.0 psi 9 ft 170.0 psi 825.0 psi 31.210 pcf Wood Section Name 6x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width Exact Depth Area Ix ly 5.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 1.0 30.250 inA2 Cf or Cv for Compressio1 1.0 76.255 inA4 Cf or Cv for Tension 1.0 76.255 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Fact 1.0 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Basic 1,600.0 1,600.0 Axial 1,600.0 ksi Kf: Built-up columns Use Cr : Repetitive ? 1.0 ND,, 1511 No Minimum 580.0 580.0 A lied Loads Column self weight included : 59.006 lbs * Dead Load Factor AXIAL LOADS ... Brace condition for deflection (buckling) along columns : X-X (wdth) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 91 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 9 1 Service loads entered. Load Factors w,11 be applied for calculations. FB-1: Axial Load at 9.0 ft, D = 8.550, Lr= 2.51 0, L = 7.80, W = 0.2650, E = 0.1250 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination 0.7148 : 1 +D+L Comp Only, fc/Fc' Governing NDS Forumla Location of max.above base At maximum location values are . Applied Axial Applied Mx Applied My Fe : Allowable 0.0 ft 16.409 k 0.0 k-ft 0.0 k-ft 758.85 psi PASS Maximum Shear Stress Ratio = o.o : 1 Load Combination +0.4858D-0.70E Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 9.0 ft 0.0 psi 272.0 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-'r 0.0 k Bottom along Y-Y 0.0 k Top along X-)< 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... ~ Compression Tension Co Cp Mi!~i!!ll.!!!l &ii!I + 6!!nging ~lC!!lili Bs1li2li Ma~i!Ill.!!Il ~bi:ar Bs1li2li Load Combination Stress Ratio Status Location Stress Ratio Status Location DOnly 0.900 0.788 0.4013 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L 1.000 0.759 0.7148 PASS 0.0ft 0.0 PASS 9.0 ft +D+Lr 1.250 0.687 0.4279 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L 1.250 0.687 0.6289 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750L 1.150 0.715 0.5810 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.60W 1.600 0.596 0.3037 PASS 0.0ft 0.0 PASS 9.0 ft +D-0.60W 1.600 0.596 0.2927 PASS 0.0ft 0.0 PASS 9.0 ft +D+O. 750Lr+O. 750L +0.450W 1.600 0.596 0.5702 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750Lr+O. 750L-0.450W 1.600 0.596 0.5619 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750L+0.450W 1.600 0.596 0.5050 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750L-0.450W 1.600 0.596 0.4967 PASS 0.0ft 0.0 PASS 9.0 ft +0.60D+0.60W 1.600 0.596 0.1844 PASS 0.0ft 0.0 PASS 9.0ft ,.,.., ....... Lovelace Engineering, Inc. ~ 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Wood Column 21.1 .30 DESCRIPTION: FB-1 LEFT SUPPORT Load Combination Results Load Combination +0.60D-0.60W +1 .11 4D+0.70E +1 .11 4D-0.70E + 1.086D+0. 750L +0.5250E +1.086D+0.750L-0.5250E +0.4858D+0.70E +0.4858D-0. 70E Maximum Reactions Load Combination DOnly +D+L +D+Lr +D+0. 750Lr+0. 750L +D+0.750L +D+0.60W +D+0. 750Lr+0. 750L +0.450W +D+0. 750L +0.450W +0.60D+0.60W +D+0.70E +D+0. 750L +0.5250E +0.60D+0. 70E Lr Only LOnly WOnly EOnly Co 1.600 1.600 1.600 1,600 1.600 1.600 1.600 Cp 0.596 0.596 0.596 0.596 0.596 0.596 0.596 X-X Axis Reaction @Base @Top Maximum Deflections for Load Combinations Project Title: Engineer: BAIG RESIDENCE A.S. Project ID: J22470 Project Descr: Project File: J22470 OPTION2.ec6 Love ace Engineering. nc. (c) EN CALC NC 1983-2021 Mii!~irnurn 8iiii!I + 6eoaiog Stce:i:i Bii!li2:i Mii!~irnurn Sbeii!r Bii!li2:i Stress Ratio Status Location 0.1734 PASS 0.0ft 0.3353 PASS 0.0ft 0.3292 PASS 0.0ft 0.5287 PASS 0.0ft 0.5241 PASS 0.0ft 0.1479 PASS 0.0ft 0.1418 PASS 0.0ft k Y-Y Axis 'Reaction Axial Reaction @ Base @ Top @ Base 8.609 16.409 11.119 16.342 14.459 8.768 16.461 14.578 5.324 8.697 14.525 5.253 2.510 7.800 0.265 0.125 Stress Ratio Status Location 0.0 PASS 9.0 ft 0.0 PASS 9.0 ft 0.0 PASS 9.0 ft 0.0 PASS 9.0 ft 0.0 PASS 9.0 ft 0.0 PASS 9.0 ft 0.0 PASS 9.0 ft Note. Only non-zero reaclJons are listed. My -End Moments k..ft Mx -End Moments @ Base @Top @ Base @ Top Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance DOnly 0.0OO0in 0.000ft 0.000in 0.000ft +D+L 0.0000in 0.000ft 0.000in 0.000ft +D+Lr 0.0000in 0.000ft 0.000 in 0.000ft +D+0. 750Lr+0. 750L 0.0000in 0.000ft 0.000 in 0.000ft +D+0.750L 0.0000in 0.000ft 0.000 in 0.000ft +D+0.60W 0.0OO0in 0.000ft 0.000 in 0.000ft +D+0. 750Lr+0. 750L +0.450W 0.0OO0in 0.000ft 0.0OOin 0.000tt +D+0. 750L +0.450W 0.0OO0in 0.000ft 0.000 in 0.000ft +0.60D+0.60W 0.0000in 0.000ft 0.000 in 0.000tt +D+0.70E 0.0000in 0.000ft 0.000in 0.000ft +D+0. 750L +0.5250E 0.0OO0in 0.000ft 0.0OOin 0.000ft +0.60D+0.70E 0.0000in 0.000ft 0.000in 0.000tt Lr Only 0.0000in 0.000ft 0.0OOin 0.000ft LOnly 0.0000in 0.000ft 0.000 in 0.000ft WOnly 0.0000in 0.000ft 0.000 in 0.000ft EOnly 0.0000in 0.000ft 0.000 in 0.000ft Wood Column 9, Bui :20.21.11. FB-1 LEFT SUPPORT Sketches .!: 0 ~ IO + 6 6 5.50 in Project Title: Engineer: Project ID: Project Descr: Love ace Engineering, nc. +X Load 1 BAIG RESIDENCE A.S. J22470 Project File: J22470 OPTION2.ec6 (c) ENERCALC NC 1983-2021 LOVELACE E~GINEERING STRUCTUR A L ENG I NEERING SERVI C E S STRUCTURAL CALCULATIONS DATE: PROJECT: DESIGNER: JOB: NOVEMBER 21, 2022 BAIG RESIDENCE 2055 CHESTNUT AVENUE CARLSBAD, CA 92008 TNT DESIGN BUILD 3142 TIGER RUN COURT #8 CARLSBAD, CA 92010 ]22470 858.535.9111 I fax 858.535.1989 I WW\ 10509 Vista Sorrento Pkwy, Suite 102 San Diego, CA 92121 0("1')0 ON sq-O(Y) MN ,,_. o-~ (0~,. ""-1.('.)N ~ N N 0 N ~ al 0 JOB J22410 SHEET NO. TG-1 OF LOVELACE ENGi EERJ G ------- CALCULATEDBY _______ A_.S_. _ DATE _____ _ STRUCTURAL ENG I NEER I NG SERVI CES CHECKEDBY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone858.535.9111 • faxBSB.535.1989 • www.lovelaceeng.com SCALE __________________ _ TABLE OF CONTENTS SOOJEGT SHEET •~N CRITERIA·····························································......................................................................................... DG-1 DESl 6N LOADS........................................................................................................................................................... DL-1 I V-y3CI VERTICAL ANAL YSIS/DESl6N ............................................................................................................................. . ~ ANAL YSIS/DESl6N .............................................................................................................................. . L-½s FOUNDATIONS I -R.ET AININ6 WALLS .................................................................................................................. . F-y2 STRUCTURAL NOTES/ SCHEDULES/ DETAILS (HHERE APPLICABLE) ............................................ . TOTAL /08 JOB J22410 SHEET NO. DC-I OF ------LOVELACE NGIN E I G CALCULATED BY ______ L.:A ...... S.,_,___ DATE _____ _ STRUCT URA L ENCi lN E E RINCi SERVI CES CHECKEDBY _________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone858.535.9111 • fax858.535.1989 • www.lovelaceeng.com SCALE _________________ _ DESIGN CRITERIA 60VERNIN6 CODE: CBC 20IC! CONG-RETE: ACI 3 18 -14 f'c=2500 psi, NO SPECIAL INSPECTION -REQ'D. (U.N.O.) MASONRY, TMS 402-lb / ACI 530-13 MEDIUM HEl6HT, ASTM o::io, f 'm= 1500 psi, SPECIAL INSP. -REQ'D MORTAR: ASTM C210, f'c.=1800 psl, TYPES eROUT, ASTM C416, f'c.=2000 psi 'REINFORCIN6 STEEL: ASTM Abl5, Fy= 40ksl FOR # 4 AND SMALLER ASTM A615, Fy= 60ksl FOR# 5 AND LA--RGER (U.N.O.) STRUCTURAL STEEL: AISC 360-16, 15TH EDITION ASTM A512, Fy= 50 ksi (STEEL SHAPES) U.N.O. ASTM A500, 6RADE B, Fy= 46ksi (ST-RUCTVRAL TUBE) ASTM A53, 6RADE B, Fy = 35ksl (STRUCTURAL PIPE) ASTM A36, Fy= 36 ksl (PLATES) BOLTIN6: A301, SINGLE PLATE SHEAR CONN. WELDIN6: WOOD: 6LULAMS, SOIL, A325-N, A490-N HIGH STRENGTH, SINGLE PLATE SHEAR CONN. ElOXX SER.IES-TYP., EC!O SERIES FOR A615 6RADE 60 -REBAR SHOP HELDIN6 TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD V'IELDING TO HAVE CONTINUOUS SPECIAL INSPECTION. NDS-18 DOU6LAS FtR LARCH 24F-V4 FOR SIMPLE SPAN CONDITIONS 24f-V8 FOR CANTILEVER CONDITION ALLOV'IABLE BEA-RIN6 PRESSURE =1500 ACTIVE SOIL PRESSURE = __ _ AT-REST SOIL PRESSURE (REST-RAINED) = __ _ PASSIVE SOIL PRESSURE = __ _ LATER.AL EARTHQUAKE PRESSURE = __ _ COEFFICIENT Of FRICTION = --- psF pc.F pc.F pc.F pcf 181 EXISTING NATURAL SOIL PER. CBC TABLE 1806.2 SOILS -REPORT BY, PROJECT NUMBER: DATED, LOVELACE E Gf r::ERI J22410 JOB __________________ _ SHEET NO. DL-1 OF ------- CALCULATED BY STRUCTURAL ENGINEERI NG SERVI CES A.S. DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 CHECKEOBY __________ DATE _____ _ phone 858.535.91 11 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _ DESIGN LOADS -ROOF DEAD LOAD: -ROOFIN& ( CLAY TILE) . . ........................... . SHEA THIN& ................................................ . -RAFTER/CEILIN& JOISTS OR TRUSSES ...................... . INSULATION ................................................ . DRYHALL ................................................. . OTHER (ELEC., MECH., MISC.) ............................... . TOTAL DEAD LOAD, LIVE LOAD, (ROOF USE PER IBC TABLE 1601.1) TOTAL LOAD: FLOOR DEAD LOAD, FLOORIN& ( CctP/HOODNINYL/DEX-0-TEX ) ............... . LT. HEl&HT CONCRETE .................................... . SHEATHIN& ................................................ . JOISTS .................................................... . DRYHALL ................................................. . OTHER (ELEC., MECH., MISC.) .............................. . TOTAL DEAD LOAD: LIVE LOAD, (RESIDENTIAL USE PER IBC TABLE 1601.1) TOTAL LOAD: EXTERIOR HALL STUDS ..................................................... . DRYHALL ................................................. . INSULATION ................................................ . EXTERIOR FINISH ( STUGGO) .............................. . OTHER (MISC.) TOTAL LOAD: . . ..... " . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . INTERIOR HALL STUDS ..................................................... . DRYHALL ................................................. . OTHER (MISC..) ............................................ . TOTAL LOAD: 11.0 psf 1.5 3.5 1.5 2.5 1.0 2 1.0 p sf 20.0psf 41.0psf 4.0psf .0 2.0 3.5 2.5 2.0 14.0 psf 40.0psf 54.0psf I.Opsf 2.5 1.5 10.0 1.0 16.0psf I.Opsf 5.0 1.0 1.0psf + SOLAR 4.0 25.0psf 20.0psf 45.0psf DECK/OTHER 4.0psf .0 2 .0 3.5 2.5 .0 14.0psf 60.0psf 14.0psf ◄ Project Title: Engineer: BAIG RESIDENCE AS. V-1 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: RR-1 Lovelace Engineering, Inc. CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties J22470 Project File: J22470 OPTION2.ec6 (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + Fb.- 900 psi 900psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing I i ' Douglas Fir-Larch No.2 Beam is Fully Braced against lateral-torsional buckling Fc -Prll Fe-Perp Fv Ft D(0.033325~ Lr(0.02666) 1350 psi 625psi 180 psi 575psi ·Ebend-xx 1600ksi Eminbend -xx 580 ksi Density 31.21 pcf Repetitive Member Stress Increase /"'...,_ ____________________________________________ ..,..L,_ A 2x6 Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0250, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (ROOF) DESIGN SUMMARY IM~xim um Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.511: 1 2x6 859.62psi 1,681.88psi +D+Lr 4.250ft Span# 1 0.095 in Ratio = O in Ratio= 0.213 in Ratio= O in Ratio= Maximum Forces & Stresses for Load Combinations load Combination Max Stress Ratios Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1077>=360 Span: 1 : Lr Only 0<360 n/a 4 78 >=240 Span: 1 : +D+lr 0 <240 nla Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb DOnly Length = 8.50 ft 1 0.394 0.159 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.30 477.57 +D+Lr 1.300 1.00 1.15 1.00 1.00 1.00 Length = 8.50 ft 1 0.511 0.206 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.54 859.62 +D+0.750Lr 1.300 1.00 1.15 1.00 1.00 1.00 Length = 8.50 ft 1 0.4!;>4 0.183 1.25 1.300 1.00 1.15 1.00 1:00 1.00 0.48 764.11 +0.60D 1.300 1.00 1.15 1.00 1.00 1.00 Length = 8.50 ft 1 0.133 0.054 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.18 286.54 Overall Maximum Deflections load Combination Span Max.•-• Def! location in Span Load Combination +D+Lr 0.2130 4.281 = = = = F'b V 0.00 0.00 1210.95 0.14 0.00 0.00 1681 .88 0.25 0.00 0.00 1681 .88 0.23 0.00 0.00 2152.80 0.08 0.206 : 1 2x6 46.35psi 225.00 psi +D+Lr 0.000ft Span# 1 Sfiear values fv F'v 0.00 0.00 25.75 162.00 0.00 0.00 46.35 225.00 0.00 0.00 41.20 225.00 0.00 0.00 15.45 288.00 Max. "+" Defl Location in Span 0.0000 0.000 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: RR-1 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-2 Project File: J22470 OPTION2.ec6 (c) ENERCALC INC 1983-2021 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAX1mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 0.255 0.255 0.113 0.113 0.142 0.142 0.255 0.255 0.227 . 0.227 0.085 0.085 0.113 0.113 Project Title: Engineer: BAIG RESIDENCE A.S. V-3 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: I Wood Beam UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: OJ-1 Lovelace Engineering, Inc. CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties J22470 Project File: J22470.ec6 J (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + Fb- 900 psi 900psi E : Modulus of Elasticity I Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fc -Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D(0.018662) l(0.07998) " 1.50X 10.0 Span= 13.0 ft 1350 psi 625psi 180psi 575psi Ebend-xx 1600ksi Eminbend -xx 580 ksi Density 31 .21 pcf Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0140, L = 0.060 ksf, DESIGN SUMMARY Tributary Width = 1.333 ft, (DECK) IM~ximum Bending Stress Ratio = : Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.879 1 1.50 X 10.0 1,000.23psi 1, 138.50psi +D+L 6.500ft Span# 1 0.258 in Ratio= O in Ratio= 0.319 in Ratio= O in Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowab)e Load Combination Location of maximum on span Span # where maximum occurs 603 >=360 Span: 1 : L Only 0 <360 n/a 489 >=240 Span: 1 : +D+l 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination l'illax Sfress Ra!1os lli'lomen! 17alues Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb DOnly Length= 13.0 ft 1 0.185 0.075 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.39 189.23 +D+L 1.100 1.00 1.15 1.00 1.00 1.00 Length = 13.0 ft 1 0.879 0.356 1.00 1.100 1.00 1.15 1.00 1.00 1.00 2.08 1,000.23 +D+0.750L 1.100 1.00 1.15 1.00 1.00 1.00 Length = 13.0 ft 1 0.560 0.227 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.66 797.48 +0.600 1.100 1.00 1.15 1.00 1.00 1.00 Length = 13.0 ft 1 0.062 0.025 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.24 113.54 Overall Maximum Deflections Load Combination Span Max."." Dell Location in Span Load Combination +D+L 1 0.3188 6.547 = = = = = F'b 0.00 1024.65 0.00 1138.50 0.00 1423.13 0.00 1821.60 Design OK 0.356 : 1 1.50 X 10.0 64.12psi 180.00 psi +D+L 0.000ft Span# 1 Sfiear 17alues V fv F'v 0.00 0.00 0.00 0.12 12.13 162.00 0.00 0.00 o:oo 0.64 64.12 180.00 0.00 0.00 0.00 0.51 51.12 225.00 0.00 0.00 0.00 0.07 7.28 288.00 Max."+" Dell Location in Span 0.0000 0.000 I Wood Beam Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: DJ-1 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-4 Project File: J22470.ec6 (c) ENERCALC INC 1983-2021 Vertical Reactions Support notation : Far left is #1 Values.in KIPS Load Combination Overall MAX1mum Overall l\t11Nimum DOnly +D+L +D+0.750L +0.60D LOnly Support 1 Support 2 0.641 0.641 0.520 0.520 0.121 0.121 0.641 0.641 0.511 0.511 0.073 0.073 0.520 0.520 Project Title: Engineer: BAIG RESIDENCE A.S. V-5 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: I Wood Beam UC# : KW-06013959, Bulld:20.21.11.30 DESCRIPTION: DJ-2 Lovelace Engineering, Inc. CODE REFERENCES Calculations per NOS 2018, JBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties J22470 Project File: J22470.ec6 (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + FQ- 900psi 900psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fc -Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling 0(0.018662) L(0.07998) 0 2x8 Span= e.son 135opsi 625psi 180psi 575psi Ebenq-xx 1600ksl Eminbend -xx 580ksi Density 31.21 pcf Repetitive Member Stress Increase v Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0140, L = 0.060 ksf, Tributary Width = 1.333 ft, (DECK) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.655 1 2x8 813.53psi 1,242.00psi +D+L 4.250ft Span# 1 0.124 in Ratio= O in Ratio= 0.153 in Ratio= O in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 822>=360 Span: 1 : L Only 0 <360 n/a 667>=240 Span: 1 : +D+L 0 <240 n/a Maximum Forces & Stresses for Load Combinations lii'!omenf 'i7alues Load Combination lii'lax Sfress Ral1os Segment Length Span·# M V Cd CFN C; Cr Cm Ct CL M fb DOnly Length = 8.50 ft 0.138 0.068 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.17 153.91 +D+L 1.200 1.00 1.15 1.00 1.00 1.00 Length = 8.50 ft 1 0.655 0.321 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.89 813.53 +D+0.750L 1.200 1.00 1.15 1.00 1.00 1.00 Length = 8.50 ft 0.418 0.205 1.25 1.200 1.00 1.15 1.00 1:00 1.00 0.71 648.63 +0.60D 1.200 1.00 1.15 1.00 1.00 1.00 Length = 8.50 ft 1 0.046 0.023 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.10 92.35 Overall Maximum Deflections Load Combination Span Max."-" Deft Location in Span Load Combination +D+L 1 0.1529 4.281 = = -. = = F'b 0.00 1117.80 0.00 1242.00 0.00 1552.50 0.00 1987.20 V 0.00 0.08 0.00 0.321 : 1 2x8 57.82psi 180.00psi +D+L 0.000ft Span# 1 Sfiear 'i7alues fv F'v 0.00 0.00 10.94 162.00 0.00 ·o.oo 0.42 57.82 180.00 0.00 0.00 0.00 0.33 46.10 225.00 0.00 0.00 0.00 0.05 6.56 288.00 Max."+" Deft Location in Span 0.0000 0.000 I Wood Beam Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: DJ-2 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-6 Project File: J22470.ec6 I (c) ENERCALC INC 1983-2021 Vertical Reactions Support notation : Far left is #1 .Values in KIPS Load Combination Overall MAX1mum Overall MINimum D Only +D+L +D+0.750L +0.600 LOnly Support 1 Support 2 0.419 0.419 0.340 0.340 0.079 0.079 0.419 0.419 0.334 0.334 0.048 0.048 0.340 0.340 Project Title: Engineer: BAIG RESIDENCE A.S. V-7 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: LIC#: -06013959, Build:20.21.11.30 Lovelace Engineering, Inc. DESCRIPTION: 08-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties J22470 Project File: J22470 OPTION2.ec6 (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb- 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0psl 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing V Douglas Fir-Larch No.1 Fc -Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D(0.42 L(1.8) DI0.018662) L(0.07998\ 7 V 6x8 Span= 8.50ft Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksl Density 31.210pcf V V I ) A Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0140, L = 0.060 ksf, Tributary Width = 1.333 ft, (DECK) Point Load : D = 0.420, L = 1.80 k@ 2.750 ft DESIGN SUMMARY 'Maximum Bending Stress Ratio Section used fo~ this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.85! 1 6x8 1, 157 .66psi 1,350.00psi +D+L 2.761 ft Span# 1 0.140 in Ratio= O in Ratio::: 0.175 in Ratio::: 0 in Ratio::: Maximum Forces & Stresses for Load Combinations Load Combination fJlax S{ress Ra!los Segment Length Span# M V Cd CFN Ci Cr ·DOnly Length ::: 8.50 ft 1 0.191 0.095 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 8.50 ft 1 0.858 0.419 1.00 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length ::: 8.50 ft 0.549 0.269 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Length = 8.50 ft 1 0.065 0.032 1.60 1.000 1.00 1.00 Overall Maximum Deflections Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 730>=360 ( <360 581 >:::240 (' <240 Cm C t 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Span: 1 : L Only n/a Span: 1 : +D+L n/a fJlomen{ llalues CL M fb 1.00 1.00 232.38 1.00 1.00 4.97 1,157.66 1.00 1.00 3.98 926.34 1.00 1.00 0.60 139.43 Load Combination Span Max."." Defl Location in Span Load Combination +D+L 1 0.1755 3.971 = 0.419 : 1 6x8 = 71.24 psi = 170.00 psi +D+L = 0.000ft = Span# 1 Sliear llalues F'b V fv F'v 0.00 0.00 0.00 0.00 1215.00 0.40 14.60 153.00 0.00 0.00 0.00 0.00 1350.00 1.96 71.24 170.00 o.cio 0.00 0.00 0.00 1687.50 1.57 57.08 212.50 0.00 0.00 0.00 0.00 2160.00 0.24 8.76 272.00 Max."+" Dell Location in Span 0.0000 0.000 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 LIC#; KW-06013959, Build:20.21.11.30 DESCRIPTION: DB-1 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-8 Project File: J22470 OPTION2.ec6 (c) ENERCALC INC 1983-2021 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXtmum Overall MINimum D Only +D+L +D+0.750L +0.600 LOnly Support 1 Support 2 1.959 1.175 1.558 0.922 0.401 0.253 1.959 1.175 1.570 0.945 0.241 0.152 1.558 0.922 Project Title: Engineer: BAIG RESIDENCE A.S. V-9 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: I Wood Beam UC# : KW-06013959, Build:20.21.11.30 DESCRIPTION: RH-1 Lovelace Engineering, Inc. CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties J22470 Project File: J22470.ec6 I (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb- 875 psi 875 psi 600 psi 625 psi 170psi 425psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced J .-----, A I ------•• Fc -Prll Fe-Perp Fv Ft D(0.098) L(0.42) 6x10 Span = 8.0ft Ebend-xx 1300)<si Eminbend -xx 470ksi Density 31.21 pcf l _j Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0140, L = 0.060 ksf, Tributary Width= 7.0 ft, (DECK) DESIGN SUMMARY r···---- 1Maximum Bending Stress Ratio ! Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.705 1 6x10 614.23psi 870.71 psi +D+L 4.000ft Span# 1 0.076 in Ratio = O in Ratio = 0.096 in Ratio = O in Ratio ;:: Maximum Forces & Stresses for Load Combinations Load-Combination Max Stress Ratios Segment Length Span# M V Cd CFN DOnly Length ;:: 8.0 ft +D+L Length = 8.0 ft +D+0.750L Length = 8.0 ft +0.60D 0.162 0.082 0.90 1.000 1.000 0. 705 0.358 1.00 1.000 1.000 0.453 0.229 1.25 1.000 1.000 Length= 8.0 ft 1 0.055 0.028 1.60 1.000 Overall Maximum Deflections 1.00 • 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fy: Actual Fv: Allowable Load Combination Lo'38tion of maximum on span Span # where maximum occurs 1259>=360 Span: 1: L Only 0<360 n/a 999 >=240 Span: 1 : +D+L 0<240 n/a Moment Values M fb 1:00 1:00 1.00 0.87 126.86 1.00 1.00 1.00 1.00 1.00 1.00 4.23 614.23 1.00 1.00 1.00 1.00 1.00 0.99 3.39 492.39 1.00 1.00 0.99 1.00 1.00 0.99 0.52 76.12 Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L 0.0960 4.029 = = = = F'b V 0.00 0.00 784.06 0.44 0.00 0.00 870.71 2.12 0.00 0.00 1086.90 1.70 0.00 0.00 1388.42 0.26 0.358 : 1 6x10 60.78 psi 170.00 psi +D+L 0.000ft Span# 1 Sfiear Values fv F'v 0.00 0.00 12.55 153.00 0.00 0.00 60.78 170.00 0.00 0.00 48.73 212.50 0.00 0.00 7.53 272.00 Max."+" Defl Location in Span 0.0000 0.000 • 1woodBeam Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: RH-1 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-10 Project File: J22470.ec6 I (c) ENERCALC INC 1983-2021 Vertical Reactions Support notation : Far left is #1 Values in KIPS load Combination Overall MAX1mum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly ---- Support 1 Support 2 2.117 2.117 1.680 1.680 0.437 0.437 2.117 2.117 1.697 1.697 0.262 0.262 1.680 1.680 -------------------- Project Title: Engineer: BAIG RESIDENCE A.S. V-11 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: RH-2 Lovelace Engineering, Inc. CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties J22470 Project File: J22470 OPTION2.ec6 (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + 1350 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing r \ A Douglas Fir-Larch No.1 Completely Unbraced Fb - Fe -Prll Fe-Perp Fv Ft 0 0.15 Lr0.12 6x14 Span = 16.0 ft 1350psi Ebend-xx 1600ksl 925psi Eminbend -xx 580ksi 625 psi 170 psi 675psi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0250, Lr= 0.020 ksf, Tributary Width= 6.0 ft, (ROOF) DESIGN SUMMARY ,------------ !Maximum Bending Stress Ratio • Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.401: 1 6x14 657.60psi 1,639.06psi +D+Lr 8.000ft Span# 1 0.099 in Ratio = 0 in Ratio = 0.235 in Ratio = O in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1946>=360 Span: 1 : Lr Only 0<360 n/a 816>=240 Span: 1 :+D+Lr 1<240 nfa Maximum Forces & Stresses for Load Combinations Load Combination l'vlax S[ress Ral10s l'vlomenf Qalues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb DOnly Length = 16.0 ft 1 0.320 0.175 0.90 0.987 1.00 1.00 1.00 1.00 0.98 5.31 381.77 +D+Lr 0.987 1.00 1.00 1.00 1.00 0.98 Length = 16.0 ft 1 0.401 0.218 1.25 0.987 1.00 1.00 1.00 1.00 0.97 9.15 657.60 +D+0.750Lr 0.987 1.00 1.00 1.00 1.00 0.97 Length = 16.0 ft 1 0.359 0.195 1.25 0.987 1.00 1.00 1.00 1.00 0.97 8.19 588.64 +0.600 0.987 1.00 1.00 1.00 1.00 0.97 Length = 16.0 ft 1 0.111 0.059 1.60 0.987 1.00 1.00 1.00 1.00 0.96 3.19 229.06 Overall Maximum Deflections Load Combination Span Max."-" Den Location in Span Load Combination +D+Lr 1 0.2352 8.058 Design OK = 0.218 : 1 6x14 = 46.24 psi = 212.50 psi +D+Lr = 0.000ft = Span# 1 Sfiear Qalues F'b V fv F'v 0.00 0.00 0.00 0.00 1192.90 1.33 26.84 153.00 0.00 0.00 0.00 0.00 1639.06 2.29 46.24 212.50 0.00 0.00 0.00 0.00 1639.06 2.05 41.39 212.50 0.00 0.00 0.00 0.00 2068.70 0.80 16.11 272.00 Max. •+• Def! Location in Span 0.0000 0.000 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: RH-2 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-12 Project File: J22470 OPTION2.ec6 (c) EN RCALC INC 1983-2021 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAX1mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 2.289 2.289 0.960 0.960 1.329 1.329 2.289 2.289 2.049 2.049 0.797 0.797 0.960 0.960 Project Title: Engineer: BAIG RESIDENCE A.S. V-13 j woodBeam Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: RB-1 Lovelace Engineering, Inc. CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties J22470 Project File: J22470.ec6 I (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Fb + 1000 psi E : Modulus of Elasticity Load Combination : ASCE 7-16 Wood Species Douglas Fir-Larch Wood Grade No.1 Beam Bracing Completely Unbraced Fb- Fe -Prll Fe-Perp Fv Ft Q(o.09al .10.1.21 4•14 Span= 4.0 ft 1000psi Ebend-xx 1700ksi 1500psi Eminbend -xx 620ksi 625psl 180psi 675psi Density 31.21 pcf • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0140, L = 0.060 ksf, Tributary Width= 7.0 ft, (DECK) DESIGN SUMMARY ~ximum Bending Stress Ratio I Section used for this span , fb: Actual I Fb: Allowable I I l Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.125 1 4x14 123.75psi 991.75psi +D+L 2.000ft Span# 1 0.002 in Ratio = 0 in Ratio= 0.003 in Ratio = O in Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 22752 >=360 0 <360 18096>=240 0 <240 Span: 1 : L Only n/a Span: 1 : +D+L n/a Maximum Forces & Stresses for Load Combinations Load Combination 1111ax S!fess RaUos fiilomenf IJ'alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb DOnly Length = 4.0 ft 1 0.028 0.043 0.90 1.000 1.00 1.00 1.00 1.00 0.99 0.22 25.32 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 Length = 4.0 ft 1 0.125 0.190 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.06 123.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 Length = 4.0 ft 1 0.080 0.122 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.85 99.14 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 Length = 4.0 ft 1 0.010 0.015 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.13 15.19 Overall Maximum Deflections Load Combination Span Max.•-• Oefl Location in Span Load Combination +D+L 0.0027 2.015 = 0.190 : 1 4x14 = 34.16 psi = 180.00 psi +D+L -= 0.000ft = Span# 1 --,_ Sliear IJ'alues F'b V fv F'v 0.00 0.00 0.00 0.00 893.42 0.22 6.99 162.00 0.00 0.00 0.00 0.00 991.75 1.06 34.16 180.00 0.00 0.00 0.00 0.00 1236.63 0.85 27.37 225.00 0.00 0.00 0.00 0.00 1576.89 0.13 4.19 288.00 Max. •+• Def! Location in Span 0.0000 0.000 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 I Wood Beam UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: RB-1 Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-14 Project File: J22470.ec6 I (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Load Combination Overall MAx1mum Overall MINimum D Only Support 1 Support 2 +D+L +D+0.750L +0.60D LOnly 1.056 1.056 0.840 0.840 0.216 0.216 1.056 1.056 0.846 0.846 0.130 0.130 0.840 0.840 Wood Beam Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project Title: Engineer: Project ID: Project Descr: BAIG RESIDENCE A.S. J22470 V-15 Project File: J22470 OPTION2.ec6 LIC#: K 0.21.11.30 Lovelace ngineering, Inc. (c) ENERCALC INC 198 2021 DESCRIPTION: RB-2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Douglas Fir-Larch Wood Grade No.1 Beam Bracing Completely Unbraced Fb+ 1000 psi E : Modulus of Elasticity Fb-1000 psi Ebend-xx 1700ksl Fe-Prll 1500psi Eminbend -xx 620ksi Fe -Perp 625psi Fv 180psi Ft 675psi Density 31.21 pcf ;) ~ ~'·'·'·""' "'''·'·"'": ~ l ~ .. 4X10 Span= 10.50 ft Applied Loads Beam self weight calculated and added to loads Loads on all spans ... 4X10 A Span= 7.0 ft Service loads entered. Load Factors will be applied for calculations. Varying Uniform Load : D= 0.0->0.3130, Lr= 0.0->0.250 k/ft, Extent= 0.0 --» 17.50 ft DESIGN SUMMARB..}Y~---------------------------------■■D•!Jli41::1D1~•ID,i~•!ll1'3■■l ~ximum Bending Stress Ratio 1 Section used for this span fb: Actual = 0.438 1 4x10 = 637.13psi = 1,461.38psi ·Fb: Allowable Load Combination +D+Lr+H, LL Comb Run (LL) Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection = 0.000ft Span#2 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 3876>=360 8336>=360 2183>=240 = 0.381 : 1 4x10 = 85.63 psi = 225.00psi +D+Lr+H, LL Comb Run (LL) = 0.000ft = Span #2 Max Upward Total Deflection 0.033 in Ratio = -0.015 In Ratio = 0.058 in Ratio = -0.004 in Ratio = 31037>=240 Span: 2 : Lr Only, LL Comb Run (•L) Span: 2 : Lr Only, LL Comb Run (L •) Span: 2 : +D+Lr+H, LL Comb Run ('L) Span: 2 : +D+Lr+H, LL Comb Run (L*) Maximum Forces & Stresses for Load Combinations Load Combination l'v'lax Stress Ra!1os llilomen! !Jalues Sfiear !Jalues Segment Length Span# M V Cd CFN Cj Cr Cm Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.341 0.298 0.90 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1062.17 1.04 48.33 162.00 Length = 7.0 ft 2 0.339 0.298 0.90' 1.200 1'.00 1.00 1.00 1.00 0.99 1.51 362.24 1068.39 1.04 48.33 162.00 +D+L +H, LL Comb Run (•L) 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.308 0.269 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1177.27 1.04 48.33 180.00 Length<::; 7.0 ft 2 0.306 0.269 1.00 1.200 1.00 1.00 1.00 1.00 0.99 1.51 362.24 1185.36 1.04 48.33 180.00 +D+L+H, LL Comb Run (L*) 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 10.50 ft 2 0.308 0.269 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1177.27 1.04 48.33 180.00 Length = 7 .0 ft 2 0.306 0.269 1.00 1.200 1.00 1.00 1.00 1.00 0.99 1.51 362~24 1185.36 1.04 48.33 180.00 +D+L +H, LL Comb Run (LL) 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 10.50 ft 2 0.308 0.269 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1177.27 1.04 48.33 180.00 Project Title: BAIG RESIDENCE V-16 Engineer: A.S. Lovelace Engineering, Inc. Project ID: J22470 10509 Vista Sorrento Pkwy, Ste. 102 Project Descr: San Diego, CA 92121 Project File: J22470 OPTION2.ec6 LIC#: KW-06013959, Build:20.21.11.30 Lovelace Engineering, Inc. (c) ENERCALC INC 1983--2021 DESCRIPTION: RB-2 Maximum Forces & Stresses for Load Combinations Load Combination l'v'lax Slfess Ral10s l'v'lomenl 'i7alues Sfiear 'i7alues Segment Length Span# M V Cd CFN Cj Cr Cm Ct CL M fb F'b V fv F'v Length= 7.0 ft 2 0.306 0.269 1.00 1.200 1.00 1.00 1.00 1.00· 0.99 1.51 362.24 1185.36 1.04 48.33 180.00 +D+Lr+H, LL Comb Run (*L) 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.327 0.361 1.25 1.200 1.00 1.00 1.00 1.00 0.97 1.99 478.09 1461.38 1.75 81.25 225.00 Length = 7.0 ft 2 0.324 0.361 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.99 418.09 1475.84 1.75 81.25 225.00 +D+Lr+H, LL Comb Run (L*) 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.357 0.294 1.25 1.200 1.00 1.00 1.00 1.00 0.97 2.17 521.28 1461.38 1.43 66.05 225.00 Length ;:: 7.0 ft 2 0.353 0.294-1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.17 521.28 1475.84 1.14 66.05 225.00 +D+Lr+H, LL Comb Run (LL) 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.436 0.381 1.25 1.200 1.00 1.00 1.00 1.00 0.97 2.65 637.13 1461.38 1.85 85.63 225.00 Len~th = 7.0 ft 2 .0.432 0.381 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.65 637.13 1475.84 1.85 85.63 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.98 o.od 0.00 0.00 0.00 Length= 10.50 ft 2 0.269 0.233 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1348.41 1.04 48.33 207.00 Length = 7.0 ft 2 0.266 0.233 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.5.1 362 .. 2.4 1360.00 1.04 48.33 207.00 +D+0.750Lr+0.750L +H, LL Cc 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.307 0.325 1.25 1.200 1.00 1.00 1.00 1.00 0.97 1.87 449.12 1461.38 1.58 73.02 225.00 Length = 7.0 ft 2 0.304 0.325 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.87 449.12 1475.84 1.58 73.02 225.00 +D+0.750Lr+0.750L+H, LL Cc 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.329 0.263 1.25 1.200 1.00 1.00 1.00 1.00 0.97 2.00 481.52 1461.38 1.28 59.24 225.00 Length= 7.0 ft 2 0.326 0.263 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.00 481.52 1475.84 1.11 59.24 225.00 +D+0.750Lr+0.750L+H, LL Cc 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.389 0.339 1.25 1.200 1.00 1.00 1.00 1.00 0.97 2.36 568.41 1461.38 1.65 76.30 225.00 Length = 7 .0 ft 2 0.385 0.339 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.36 568.41 1475,84 1.65 76.30 225.00 +D+0.750L+0.750S+H, LL Co1 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 10.50 ft 2 0.269 0.233 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1348.41 1.04 48.33 207.00 Length = 7 .0 ft 2 0.266 0.233 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.51 362.24 1360.00 1.04 48.33 207.00 +D+0.750L+0.750S+H, LL Cor 1.200 1.00 1:00 1.00 1.00 0.99 0'.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.269 0.233 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1348.41 1.04 48.33 207.00 Length = 7 .0 ft 2 0.266 0.233 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.51 362.24 1360.00 1.04 48.33 207.00 +D+0.750L +0.750S+H, LL Co1 1.200 1.00 1.00 1.00 1,00 0.99 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.269 0.233 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1348.41 1.04 48.33 207.00 Length = 7 .0 ft 2 0.266 0.233 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.51 362.24 1360.00 1.04 48.33 207.00 +D+0.60W+H 1.200 1.00 1 .. 00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.196 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.96 1.51 362.24 1848.19 1.04 48.33 288.00 Length = 7.0 ft 2 0.193 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1877.10 1.04 48.33 288.00 +D+0.750Lr+0.75DL +0A50W➔ 1.200 1.00 1.00 1.00 1.00 0.98 0,00 .o.oo 0.00 0.00 Length = 10.50 ft 2 D.243 0.254 1.60 1.200 1.00 1.00 1.00 1.00 0.96 1.87 449.12 1848.19 1.58 73.02 288.00 Length= 7.0 ft 2 0.239 0.254 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.87 449.12 1877.10 1.58 73.02 288.00 +D+Q. 7!:iOLr+Q .7501,.+0 .450W➔ 1.200 1.00 1.00 1.00 1.00. 0.98 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.261 0.206 1.60 1.200 1.00 1.00 1.00 1.00 0.96 2.00 481.52 1848.19 1.28 59.24 288.00 Length = 7 .0 ft 2 0.257 0.206 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.00 481.52 1877.10 1.11 59.24 288.00 +D+0.750Lr+0.750L +0.450W➔ 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 10.50 ft 2 0.308 0.265 1.60 1.200 1.00 1.00 1.00 1.00 0.96 2.36 568.41 1848.19 1.65 76.30 288.00 Length = 7 .0 ft 2 0.303 0.265 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.36 568.41 1877.10 1.65 76.30 288.00 +D+0.750L +0.750S+0.450W+ 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.196 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.96 1.51 362.24 1848.19 1.04 48.33 288.00 Length= 7.0 ft 2 0.193 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1877.10 1.04 48.33 288.00 +D+0.750L +0.750S+0.450W+ 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.196 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.96 1.51 362.24 1848.19 1.04 48.33 288.00 Length= 7.0 ft 2 0.193 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1877.10 1.04 48.33 288.00 +D+0.750L +0.750S+0.450W+ 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 10.50 ft 2 0.196 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.96 1.51 362.24 1848.19 1.04 48.33 288.00 Length = 7.0 ft 2 0.193 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1877.10 1.04 48.33 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.118 0.101 ·1.60 1.200 1.00 1.00 1.00 1.00 0.96 0.90 217.34 1848.19 0.63 29.00 288.00 Length = 7.0 ft 2 0.1 16 0.101 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.90 217.34 1877.10 0.63 29.00 288.00 +D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 10.50 ft 2 0.196 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.96 1.51 362.24 1848.19 1.04 48.33 288.00 Length= 7.0 ft 2 0.193 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.51 362.24 1877.10 1.04 48.33 288.00 +D+0.750L +0.750S+0.5250E-1 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: RB-2 Project Title: Engineer: Project ID: Project Descr. Lovelace Engineering, Inc. Maximum Forces & .Stresses for Load Combinations Load Combination lli'lax Sli'ess Ralios Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL Length = 10.50 ft 2 0.196 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.96 Length = 7.0 ft 2 0.193 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.98 +0+0.750L +0.750S+0.5250E-t 1.200 1.00 1.00 1.00 1.00 0.98 Length = 10.50 ft 2 0.196 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.96 Length = 7.0 ft 2 0.193 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.98 +D+0.750L +0.750S+0.5250E-t 1.200 1.00 1.00 1.00 1.00 0.98 Length = 10.50 ft 2 0.196 0.168 1.60 1.200 1.00 1.00 1.00 1.00 0.96 Length = 7.0 ft 2 0.193 0.1 68 1.60 1.200 1.00 1.00 1.00 1.00 0.98 +0.600+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.98 Length = t0.50 ft 2 .0.118 0.101 1.60 1.200 1.00 1.00 1.00 1.00 0.96 Length = 7 .0 ft 2 0.116 0.101 1.60 1.200 1.00 1.00 1.00 1.00 0.98 Overall Maximum Deflections BAIG RESIDENCE A.S. J22470 V-17 Project File: J22470 OPTION2.ec6 lli'lomen! 'values Sfiear 'values M fb F'b V fv F'v 1.51 362.24 1848.19 1.04 48.33 288.00 1.51 362.24 18TT.10 1.04 48.33 288.00 0.00 0.00 0.00 0.00 1.51 362.24 1848.19 1:04 48.33 288.00 1.51 362.24 1877.-10 1.04 48.33 288.00 0.00 0.00 0.00 0.00 1.51 362,24 1848.19 1.04 48.33 288.00 1.51 362.24 1877.10 1.04 48.33 288.00 0.00 0.00 0.00 0.00 0.90 217.34 1848.19 0.63 29.00 288.00 0.90 217.34 1877.10 0.63 29.00 288.00 Load Combination Span Max.•-• Dell Location in Span Load Combination Max. •+• Dell Location in Span +D+Lr+H, LL Comb Run (L •) 1 +D+Lr+H, LL Comb Run (•L) 2 Vertical Reactions Load Combination Overall MAX,mum Overall MINimum +D+H +D+L+H, LL Comb Run (*L) +D+L+H, LL Comb Run (L*) +D+L +H, LL Comb Run (LL) +D,+Lr+H, LL Comb Run (*L) +D+Lr+H, LL Comb Run (L*) +D+Lr+H, LL Comb Run (LL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run(* +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L • +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lrt-0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.600+0.60W+0.60H +D+0.70E+0.60H -t0+0.750L+0.750S+0:5250E+H, LL Comb +D+0.750L +0.750S+0.5250E+H, LL Comb +D+0.750L-t0.750S+0.5250E+H, LL Comb +0.600+0.705+H DOnly Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L*) Lr Only, LL Comb Run (LL) HOnly 0.0577 4.927 0.0369 3.872 Support notation : Far left Is #1 Support 1 Support 2 Support 3 0.424 3.320 1.448 0.154 1.439 0.595 0222 1.881 0.759 .0,222 1.881 0.759 0.222 1.881 0.759 0.222 1.881 0.759 0.176. 2.637 1.448 0.421 2.563 0.664 0.376 3.320 1.354 0.222 1.881 0.759 0.188 2.448 1.276 0.372 2.393 0.688 0.337 2.960 1.205 0.222 1.881 0.759 0.222 1.881 0.759 0.222 1.881 0.759 0.222 1.881 0.759 0.188 2.448 1.276 0.372 2.393 0.688 0.337 2.960 1.205 0.222 1.881 0.759 0.222 1.881 0.759 0.222 1.881 0.759 0.133 1.128 0.455 0.222 1.881 0.759 0.222 1.881 0.759 0.222 1.881 0.759 0.222 1.881 0.759 0.133 1.128 0.455 0.222 1.881 0.759 -0.046 0.756 0.690 0.200 0.682 -0.094 0.154 1.439 0.595 0.0000 0.0000 Values in KIPS 0.000 0.000 Project Title: Engineer: BAIG RESIDENCE A.S. V-18 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: RB-3 Lovelace Engineering, Inc. CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties J22470 Project File: J22470 OPTION2.ec6 (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design .Load Combination: ASCE 7-1·6 Fb + 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0-psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced Fb- Fc-Prll Fe-Perp Fv, Ft Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210 pct ,------------------------------------------------ D 0.15 L 0.12 4x6 Span; 7.501! Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, Lr= 0.020 ksf, Tributary Width = 6.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.601. 1 Maximum Shear Stress Ratio Section used for this span 4x6 Section used for this span fb: Actual = 1,3-10.98psi fv, Actual Fb: Allowable = 2,161.31psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum-on span = ·3.750ft Location of-maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 813>=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0 <360 n!a Max Downward Total Deflection 0.253 in Ratio= 355>=240 Span: 1 : +D+Lr ·Max Upward Totaf•Deflection 0 in Ratio = 0 <240 nfa Maximum Forces & Stresses for Load Combinations Load Combination l'ii'!ax S[ress.Ralios l'ii'!omen[ IJalues Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M fb □Only ·Length = 7.50 ft 1 0.471 0.294 0.90 "1.300 1.00 "1.00 1.00 1.00 0.99 1.08 737.19 +D+Lr 1.300 1.00 1.00 1.00 1.00 0.99 Length = 7 .50 ft 1 0.607 0.377 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.93 1,310.98 +D+0.7501:.r 1.300 1.00 1.00 1.00 1·.00 0.99 Length = 7.50 fl 1 0.540 0.336 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.72 1,167.53 +0.60D 1.300 1.00 1.00 1.00 1.00 0.99 Length= 7.50 ft 1 0.161 0.099 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.65 442.31 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr 1 0.2529 3.777 = = = = = F'b V 0,00 0,00 1563.82 0.58 0.00 0.00 2161.31 1.03 o.oo· 0.00 2161.31 0.92 0.00 0.00 2750.77 0.35 +D+Lr 0.000ft Span# 1 Sfiear IJalues fv F'v 0,00 0.00 45.05 153.00 0.00 0.00 80.12 212.50 0.00 0.00 71.35 212.50 0.00 0.00 27.03 272.00 Max."+" Defl Location in Span 0.0000 0.000 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 LIC#: KW-06013959, Build:20.21.11 .30 DESCRIPTION: RB-3 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-19 Project File: J22470 OPTION2.ec6 (c) EN RCALC I C 1983-2021 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAx1rnurn Overall MINirnurn DOnly +O+Lr +O+0.750Lr +0.600 Lr Only Support 1 Support 2 1.028 1.028 0.450 0.450 0.578 0.578 1.028 1.028 0.916 0.916 0.347 0.347 0.450 0.450 Project Title: Engineer: BAIG RESIDENCE A.S. V-20 I Wood Beam Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: FJ-1 Lovelace Engineering, Inc. CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties J22470 Project File: J22470.ec6 (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design .Load Combination : ASCE 7-16 Fb + Fb- 900 psi 900psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Beam is Fully Braced against lateral-torsional buckling Fc -Prll Fe -Perp Fv Ft 1350 psi 625psi 180psi 575psi Ebend-xx 1600ksi Eminbend -xx 580 ksi Density 31 .21 pcf Repetitive Member Stress Increase ~, D(0.018662) l(0.05332) I 9~----------~v---------=="-==:.!-9===~------~*~----------~v 2x12 1 Span= 13.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width = 1.333 ft, (FLOOR) DESIGN SUMMAR~Y __ fMaximu~ Bending.Stress Ratio ------· ------------ I . Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span ·Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = - = = 0.551. 1 2x12 576.71 psi 1,035.00psi +D+L 6.500ft Span# 1 0.121 in Ratio = 0 in Ratio = 0.163 in Ratio = O in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 1288>=360 0<360 954>=240 C <240 Span: 1 : L Only n/a Span: 1 : +D+L n/a --------- Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment values Segment Length Span·# M V Cd CFN Ci Cr Cm Ct CL M fb D Only Length= 13.0 ft 1 0.161 0.067 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.39 149.52 +D+L 1.000 1.00 1.15 1.00 1.00 ·1:00 Length = 13.0 ft 1 0.557 0.231 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.52 576.71 +D+0.750L 1.000 1.00 1.15 1.00 1.00 1.00 Length = 13.0 ft 1 0.363 0.151 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.24 469.91 +0.60D 1.000 1.00 1.15 1.00 1.00 1.00 Length = 13.0 fl 1 0.054 0.022 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.24 89.71 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination +D+L 0.1634 6.547 = = = = F'b V 0.00 0.00 931 .50 0.12 0.00 0.00 1035.00 0.47 0.00 0.00 1293.75 0.38 0.00 0.00 1656.00 0.07 0.231 : 1 2x12 41.59 psi 180.00 psi +D+L 13.000 ft Span # 1 Sfiear Values fv F'v 0.00 0.00 10.78 162.00 0.00 0.00 41.59 180.00 0.00 0.00 33.89 225.00 0.00 0.00 6.47 288.00 Max. •+• Defl Location in Span 0.0000 0.000 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project Title: Engineer: Project ID: Project Descr: BAIG 1-<t:::::m.1 .... ,. -_ A.S. J22470 Project File: J224 LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: FJ-1 Lovelace Engineering, Inc. Vertical Reactions Support notation : Far left is #1 Values in KIPS 7Lo'i.a;;;d:;:;C;JJo,mT.bli'in;na;:;;t;;;io;:;;n~ __________ s_u_ppo"n.ilrtl1l1lrS_u_p7'ipo,1rt~2r _____________________ ____ Overall MAX1mum 0.468 0.468 ---- Overall MINimum 0.347 0.347 D Only 0.121 0.121 +D+L 0.468 0.468 +D+0.750L 0.381 0.381 +0.60D 0.073 0.073 L Only 0.347 0.347 -------------- Project Title: Engineer: BAIG RESIDENCE A.S. V-22 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: J22470 Project Descr: UC#: KW-06013959, Build:20. 1.11.30 DESCRIPTION: FB-1 Lovelace Engineering, Inc. CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method :Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending ♦ • D(0.09102 L(0.390) Fy : Steel Yield : E: Modulus : D 0.1280 V ♦ Project File: J22470 OPTION2.ec6 (c) ENERCALC INC 1983-2021 50.0 ksi 29,000.0 ksi ♦ D(0.1125~L.r(0.090) 0 (2.928) Lr1.~ C:(0.800) D(U /2) L(3.412'_i9'1(-i.O) E(-0.4/0) L_ _ ----.----~D=-=0.=0~91Q.l,.ccL,,.,0=.26=0,__ __ ..---___ I W14x68 Span = 29.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform load: D = 0.0140, L = 0.040 ksf, Extent= 5.0 --» 21.50 ft, Tributary Width= 6.50 ft, (FLOOR) Uniform Load : D = 0.0250, Lr= 0.020 ksf, Tributary Width = 4.50 ft, (ROOF) Uniform Load: D = 0.0140. L = 0.060 ksf, Extent= 5.0 --» 21.50 ft, Tributary Width= 6.50 ft, (DECK) Uniform Load: D = 0.0160 ksf, Extent= 5.0 -->> 29.250 ft, Tributary Width= 8.0 ft, (EXT. WALL) Point Load: D = 2.928, Lr= 1.444, L = 0.850 k@ 5.0 ft, (FB-4) Point Load: D = 1.772, L = 3.412, W = -1.0, E =-0.470 k@21.50 ft, (FB-2) DESIGN SUMMARY r-Maximum Bending Stress Ratio = Section used for this span Ma :Applied Mn / Omega : Allowable Load Combination Location of maxlmum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.655: 1 ·--Maximum Shear Stress Ratio = W14x68 133.046 k-ft 203.036 k-ft +D+L 14.876ft Span# 1 Section used for this span Va :Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.520 in Ratio= 674 >=360 -0.032 in Ratio= 11 ,109 >=360 Span: 1 : W Only Span: 1 : L Only Span: 1 : +D+L 0.985 in Ratio= 356 >=240. 0.000 in Ratio = , <240.0 Design OK 0.138 : 1 W14x68 16.077 k 116.20 k +D+0.750Lr+0.750L-0.450W 0.000 ft Span# 1 Maximum Forces & Stresses for Load Combinations Load Combination l'illax Sfress Ra!,os Summary of fJlomenl 'i7alues Summary of Shear 'i7ah Segment Length Span# M V Mmax+ Mmax-Ma Max 'Mnx Mnx/Omega Cb Rm Va Max VnxVnx/OmE DOnly Dsgn. L= 29.25 ft 0.309 0.073 61.98 61.98 335.46 200.881.121.00 8.47 174.30 1· +D+L Dsgn. L = 29.25 ft 0.655 0.137 133.05 133.05 339.07 203.04 1.131.00 15.94 174.30 +D+Lr Dsgn. L = 29.25 ft 0.376 0.094 75.30 75.30 334.86 200.52 1.111.00 10.98 174.30 +D+0.750Lr+0.750L . -"lO ?~ ft 0.619 0.137 125.18 125.18 337.87 202.32 1.12 1.00 15.96 174.30 1 I I I I Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: FB-1 Project Title: Engineer: Proj_ect ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-23 Project File: J22470 OPTION2.ec6 (c) ENERCAL INC 1983-2021 Maximum Forces & Stresses for Load Combinations Load Combination l'ii'lax Sfress Ralios Summary of l'ii'lomenf Values Summary of Sfiear Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mm</Omega Cb Rm Va Max VnxVnx/Omega +0½0.750L Dsgn. L = 29.25 ft 0.568 0.121 115.27 115.27 338.77 202.86 1.13 1.00 14.07 174.30 116.20 +D+0.60W Dsgn .. L = .29.25 ft 1 0,296 0.07.1 59.71 59.71 336.97 .201 .78 1.12 1.00 8.31 174.30 116.20 +D-0.60W Dsgn. L = 29.25 ft 0.321 0.074 64.30 64.30 334.56 200.34 1.111.00 8.63 174.30 116.20 +D+O. 750Lr+0.750L +0.450W Dsgn. L = 29.25 ft 1 0.609 0.136 123.44 123.44 338.47 202.68 1.13 1.00 15.84 174.30 116.20 +D+0.750Lr+0.750L-0.450W Dsgn. L = 29.25 ft 1 0.628 0.138 126.93 126.93 337.57 202.14 1.12 1.00 16.08 174.30 116.20 +D+O. 750L +0.450W Dsgn. L = 29.25 ft 1 0.559 0.120 113.51 113.51 339.07 203.04 1.13 1.00 13.95 174.30 116.20 +D+O. 750L-0.450W Dsgn. L = 29.25 ft 0.578 0.122 117.04 117.04 338.17 202.50 1.13 1.00 14.19 174.30 116.20 +0.60D+0.60W Dsgn. L= 29.25 ft 0.173 0.042 34.93 34.93 338.17 202.50 1.13 1.00 4.92 174.30 116.20 +0.60D-0:60W Dsgn. L= 29.25 ft 1 0.198 0.045 39.53 39.53 333.96 199.98 1.111.00 5.24 174.30 116.20 +1.114D+0.70E Dsgn. t. = 29.25 ft 0.337 0.080 67.81 67.81 336.37 201'.42 1'.12 1.00· 9.35 1'74.30 116.20 +1.114D-0.70E Dsgn. L = 29.25 ft 0.350 0.082 70.33 70.33 335.16 200.70 1.121.00 9.52 174.30 116.20 +1.0860+0. 750L +0.5250E Dsgn. L= 29.25 ft 0.590 0.127 119.61 119.61 338.77 202.86 1.13 1.00 14.73 174.30 116.20 +1.086D+0.750L-0.5250E Dsgn. L = 29.25 ft 0.600 0.128 121.55 121.55 338.47 202.68 1.13 1.00 14.86 174.30 116.20 +0.4858D+0.70E Dsgn. L = 29.25 ft 0.143 0.035 28.86 28.86 337.27 201.96 1.12 1.00 4.03 174.30 116.20 +0.4858D-0.70E Dsgn. L = 29.25 ft 1 0.157 0.036 31.38 31.38 334.56 200.34 1.11 1.00 4.20 174.30 116.20 Overall Maximum Deflections Load Combination Span Max."·" Def! Location in Span Load Combination Max. "+" Deff Location In Span +D+L 1 0.9854 14.709 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 16.0TT 15.132 Overall MINimum -0.125 -0.345 DOnly 8.466 7.620 +D+L 15.942 15.132 +D+Lr 10.980 9.184 +D+O. 750Lr+O. 750L 15.958 14.426 +D+0.750L 14.073 13.254 +D+0.60W 8.307 7.179 +D-0.60W 8.625 8.061 +D+0.750Lr+O. 750L +0.450W 15.839 14.096 +D+0.750Lr+0.750L-0.450W 16.077 14.757 +D+O. 750L +0.450W 13.953 12.923 +D+0.750L-0.450W 14.192 13.585 +0.60D+0.60W 4.921 4.131 +0.60D-0.60W 5.239 5.013 +D+0.70E 8.379 7.379 +D-0.70E 8,55.3 7.862 +D+O. 750L +0.5250E 14.007 13.073 +D+O. 750L-0.5250E 14.138 13.436 +0.60D+0.70E 4.993 4.330 +0.60D-0.70E 5.167 4.814 Lr Only 2.513 1.563 LOnly 7.475 7.512 WOnly -0.265 -0.735 -W 0.265 0.735 " 1?1; .n '.'141' Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Steel Beam LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: FB-1 Vertical Reactions Load Combination E Only• -1.0 Support 1 0.125 Support 2 0.345 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-24 Project File: J22470 OPTION2.ec6 (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project Title: Engineer: Project ID: Project Descr: BAIG RESIDENCE A.S. J22470 V-25 Project File: J22470 OPTION2.ec6 LIC#: KW-06013959, uild:20.21.11.30 DESCRIPTION: FB-2 CODE REFERENCES Lovelace ngineering, Inc. Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + 3,100.0psi 3,100.0psi 3,000.0psi E: Modulus of Elasticity Fb-Ebend-xx 2,000.0ksi Fc-Prll Fe-Perp Fv Eminbend -xx 1,036.83ksi Wood Species Wood Grade Beam Bracing . y . Boise Cascade Versa Lam 3100 Completely Unbraced . Ft 0(0.018862~ L(0.07998) 0(0 018662) Lt0 05332) . DI0.128\ ' 0<0.077) L(0.33) . 5.25xl1.25 Span= 12.750 II ··- 750.0psi 285.0 psi 2,100.0psi • -r . Density - ' 41.760pcf --. 1.489) . I - Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D = 0.0140, L = 0.060 ksf, Tributary Width = 5.50 ft, (DECK) Uniform Load: D = 0.0160 ksf, Tributary Width= 8.0 ft, (EXT. WALL) Point Load : D = 0.4010, L = 1.558 k @9.0 ft, (DB-1) Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width= 1.333 ft, (FLOOR) Uniform Load : D = 0.0140, L = 0.060 ksf, Tributary Width= 1.333 ft, (DECK) Point Load: W = 3.184, E = 1.489 k@8.50 ft, (SHEAR WALL ABOVE) Point Load: W = -3.184, E = -1.489 k@ 12.50 ft, (SHEAR WALL ABOVE) DESIGN SUMMARY __ !Maximum Bending Stress Ratio I Section used for this span fb: Actual Fb: Allowable Load Combination = = = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = = 0.663 1 5.25x11.25 2,014.34 psi 3,040.18psi +D+L 7.166ft Span# 1 Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.296 in Ratio= -0.153 in Ratio= 0.439 in Ratio = -0.009 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max S!ress Ra!1os Segment Length Span# M V Cd CFN Ci Cr D Only 517 >=360 997>=360 348>=240 17881 >=240 Cm Ct Span: 1 : L Only Span: 1 : -W Span: 1 : +D+L Span: 1 : +0.60D-0.60W fJlomen! IJalues CL M fb = = = = = F'b 0.00 Length ::: 12. 750 ft 1 0.239 0.192 0.90 1.000 1.00 1.00 1.00 1.00 0.98 6.05 655.67 2743.11 +D+L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 Length = 12. 750 ft 1 0.663 0.534 1.00 1.000 1.00 1.00 1.00 1.00 0.98 18.59 2,014.34 3040.18 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 Length = 12.750 ft 1 0.444 0.355 1.25 1.000 1.00 1.00 1.00 1.00 0.97 15.45 1,674.29 3773.20 +D+0.60W 1.000 1.00 1.00 1.00 1.00 0.97 0,00 •iiil·hl•J; 0.534 : 1 5.25x11.25 152.14·psl 285.00 psi +D+L 12.750ft Span# 1 Sliear IJalues V fv F'v 0.00 0.00 0.00 1.94 49.20 256.50 0.00 0.00 0.00 5.99 152.14 285.00 0.00 0.00 0.00 4.98 126.40 356.25 0.00 0.00 0.00 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project Title: Engineer: Project ID: Project Descr: BAIG RESIDENCE A.S. J22470 V-26 Project File: J22470 OPTION2.ec6 LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: FB-2 Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2021 Maximum Forces & Stresses for Load Combinations Load Combination l'v'!ax S!ress Ral1os l'v'!omenl 17alues SFiear 17alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v Length = 12.750 ft 1 0.245 0.177 1.60 1.000 1.00 1.00 1.00 1.00 0.96 10.78 1,167.90 4770.24 3.18 80.65 456.00 +D-0.60W 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.060 0.141 1.60 1.000 1.00 1.00 1.00 1.00 0.96 2.65 287.13 4770.24 2.54 64.42 456.00 +D+0. 750L +0.450W 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0:00 0.00 Length = 12.750 ft 1 0.428 0.323 1.60 1.000 1.00 1.00 1.00 1.00 0.96 18.83 2,039.90 4770.24 5.79 147.07 456.00 +D+0.750L-0.450W 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.282 0.302 1.60 1.000 1.00 1.00 1.00 1.00 0.96 12.41 1,344.76 4770.24 5.43 137.82 456.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 12.750 ft 1 0.193 0.135 1.60 1.000 1.00 1.00 1.00 1.00 0.96 8.50 920.75 4770.24 2.43 61.71 456.00 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.038 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.96 1.66 180.40 4770.24 1.76 44.74 456.00 +1.1 14D+0.70E 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Leng_th = 12.750 ft 1 0.208 0.156 1.60 1.000 1.00 1.00 1.00 1.00 0.96 9.16 992.60 4770.24 2.79 70.93 456.00 +1.114D-0.70E 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.107 0.138 1.60 1.000 1.00 1.00 1.00 1.00 0.96 4.69 508.61 4770.24 2.49 63.12 456.00 +1.086D+0.750L +0.5250E 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 12.750 ft 1 0.404 0.307 1.60 1.000 1.00 1.00 1.00 1.00 0.96 17.76 1,924.87 4770.24 5.50 139.78 456.00 +1.086D+0.750L-0.5250E 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 12.750 ft 1 0.324 0.300 1.60 1.000 1.00 1.00 1.00 1.00 0.96 14.27 1,546.20 4770.24 5.39 136.84 456.00 +0.48580+0. ?OE 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 12.750 ft 1 0.126 0.090 1.60 1.000 1.00 1.00 1.00 1.00 0.96 5.54 600.23 4770.24 1.62 41.17 456.00 +0.48580-0. 70E 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 12750 ft 1 0.026 ·0.011 1.60 1.000 1.00 1.00 1.00 ·1.00 0:96 1.13 122.47 4770.24 1.27 32.20 456.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 0.4393 6.515 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAX1mum Overall MINimum DOnly +D+L +D+0.750L +D+0.60W +D-0.60W +D+0.750L +0.450W +D+0.750L-0.450W +0.60D+0.60W +0.60D-0.60W +D+0.70E +D-0.70E +D+0.750L +0.5250E +D+0.750L-0.5250E +0.60D+0.70E +0.60D-0. ?OE L Only WOnly -W EOnly E Only• -1.0 Support 1 Support 2 5.184 5.990 -0.999 0.467 1.772 1.937 5.184 4.331 2.371 1.173 4.780 3.881 1.663 0.464 2.099 1.445 4.576 4.086 1.390 0.736 3.412 0.999 -0.999 0.467 -0.467 5.990 4.977 1.338 2.536 4.528 5.427 0.563 1.762 1.610 2.264 4.732 5.222 0.835 1.489 4.053 -0.999 0.999 -0.467 0.467 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project Tille: Engineer: Project ID: Project Descr: BAIG RESIDENCE A.S. J22470 V-27 Project File: J22470 OPTION2.ec6 L C#: KW-06013959, Build: 0.21.11.30 DESCRIPTION: FB-3 Lovelace Engineering, Inc. (c) ENERCALC INC 1983--2021 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing Boise Cascade Versa Lam 3100 Completely Unbraced Fb + Fb- Fc -Prll Fe • Perp Fv Ft 3,100.0 psi 3,100.0 psi 3,000.0psi 750.0psi 285.0psl 2,100.0psi E : Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend • xx 1,036.83ksi Density 41.760pcf D 0.08 7 I I 3.5x11.25 ' ) A Span =8.0 rt Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0160 ksf, Tributary Width= 5.0 ft, (EXT. WALL) DESIGN SUMMARY !Maxim~;; Bending Stress Ratio j Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.044 1 3.5x11.25 118.87psi 2,707.01psi DOnly 4.000ft Span# 1 O in Ratio = 0 in Ratio= 0.010 in Ratio= O in Ratio-= Maximum Forces & Stresses for Load Combinations Load Combination lli'lax S[ress Ra[1os Segment Length Span# M V Cd CFN Ci Cr D Only Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0 <360 0 <360 9408>=240 ()<240 Cm Ct n/a n/a Span: 1 : D Only n/a lli'lomen! 'i7alues CL M fb = 0.054 : 1 3.5x11.25 = 13-.93 psi = 256.50psi DOnly = 0.000ft = Span# 1 Sfiear 'i7alues F'b V fv F'v 0.00 0.00 0.00 0.00 Length= 8.0 ft 1 0.044 0.054 0.90 1.000 1.00 1.00 1.00 1.00 0.97 0:73 118.87 2707.01 0.37 13.93 256.50 +0.60D Length ::: 8.0 ft 1 0.016 0.018 Overall Maximum Deflections Load Combination D-Only Vertical Reactions Load Combination Overall MAX1mum Overall MINimum Span 1.000 1.00 1.00 1.00 1.00 0.97 1.60 1.000 1.00 1.00 1.00 1.00 0.92 0.44 Max."." Deft Location in Span Load Combination 0.0102 4.029 Support notation : Far left is #1 Support 1 Support 2 0.366 0.366 0.219 0.219 71.32 0.00 0.00 0.00 0.00 4555.64 0.22 8.36 456.00 Max. •+• Dell Location in Span 0.0000 Values in KIPS 0.000 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: FB-3 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J22470 V-28 Project File: J22470 OPTION2.ec6 (c) ENERCALC INC 1983-2021 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination DOnly +0.60D Support 1 Support 2 0.366 0.366 0.219 0.219 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project Title: Engineer: Project ID: Project Descr: BAIG RESIDENCE A.S. J22470 V-29 Project File: J22470 OPTION2.ec6 LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: FB-4 Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2021 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design -Load Combination: ASCE 7-16 Fb+ Fb- 3,100.0psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0 ksi Fc -Prll Fe-Perp Fv Eminbend -xx 1,036.83 ksi Wood Species Wood Grade Beam Bracing Boise Cascade Versa Lam 3100 Completely Unbraced ljl(1.62){.i(1.48j ~ l Ft 0(0.0\8662J Lt0.05332) 0(0.0186624 l (0.07998) 010.128\ 750.0psi 285.0psi 2,100.0psi 0(0.1625J lr(0.13) Density 41.760pcf ~ 3.Sx11.25 ~ Span= 12.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0160 ksf, Tributary Width = 8.0 ft, (EXT. WALL) Uniform Load: D = 0.0250, Lr= 0.020 ksf, Extent= 3.750 --» 12.750 ft, Tributary Width= 6.50 ft, (ROOF) Uniform Load: D = 0.0140, L = 0.060 ksf, Tributary Width= 1.333 ft, (DECK) Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 1.333 ft, (FLOOR) Point Load : D = 1.820, Lr= 1.460 k @ 3. 750 ft, (RB-2) DESIGN SUMMARY I Maximum Bending Stress Ratio I Section used for this span I fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.754 1 3;5x11.25 2,589.68psi 3,436.87psi +D+0.750Lr+0.750L 5.026ft Span# 1 0.179 in Ratio= O in Ratio = 0.556 in Ratio = O in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Cj Cr DOnly Length = 12.750 ft 1 0.620 0.435 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length= 12.750 ft 1 0.714 0.505 1.00 1.000 1·.00 1.00 +D+Lr 1.000 1.00 1.00 Length= 12.750 ft 1 0.726 0.467 1.25 1.000 1.00 1.00 +D+0.750Lr+0.750L 1.000 1.00 1.00 Length= 12.750 ft 1 0.754 0.497 1.25 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Span: 1 : Lr Only n/a = = = = = 855>=360 0 <360 275 >=240 0 <240 Span: 1 : +D+0.750Lr+0.750L nla Momeni Values Cm Ct CL M fb F'b 0.00 1.00 1.00 0.94 10.03 1,629.86 2629.59 1.00 1.00 0.94 0.00 1.00 1.00 0.93 12.65 2,056.71 2881.81 1.00 1.00 0.93 0.00 1.00 1.00 0.89 15.34 2,494.10 3436.87 1.00 1.00 0.89 0.00 1.00 1.00 0.89 15.93 2,589.68 3436.87 1.00 1.00 0.89 0.00 0.505 : 1 3.5x11.25 143.90psi 285.00psi +D+L 0.000ft Span# 1 Sfiear Values V fv F'v 0.00 0.00 0.00 2.93 111.53 256.50 0.00 0.00 0.00 3.78 143.90 285.00 0.00 0.00 0.00 4.37 166.52 356.25 0.00 0.00 0.00 4.65 177.05 356.25 0.00 0.00 0.00 Wood Beam Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project Title: Engineer: Project ID: Project Descr: BAIG RESIDENCE A.S. J22470 V-30 Project File: J22470 OPTION2.ec6 UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: FB-4 Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2021 Maximum Forces & Stresses for Load Combinations Load Combination Max S!ress Ra!1os 11.llomen! 17alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb Length = 12.750 ft 1 0.604 0.414 1.15 1.000 1.00 1.00 1.00 1.00 0.91 11.99 1,949.23 +0.60D 1.000 1.00 1.00 1.00 1.00 0.91 Length= 12.750 ft 1 0.246 0.147 1.60 1.000 1.00 1.00 1.00 1.00 0.80 6.02 977.92 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination 0.5562 6.189 +D+0.750Lr.+0.750L Vertical Reactions Support notation : Far left is #1 Load Combination Overafl MAX1mum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only LOnly Support 1 Support 2 4.648 4.136 0.850 0.850 2.928 2.608 3.777 3.458 4.371 3.795 4.648 4.136 3.565 3.246 1.757 1.565 1.444 1.186 0.850 0.850 Sfiear 17alues F'b V fv F'v 3229.66 3.56 135.81 327.75 0.00 0.00 0.00 0.00 3978.52 1.76 66.92 456.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project Title: Engineer: Project ID: Project Descr: BAIG RESIDENCE A.S. J22470 V-33 Project File: J224 70.ec6 I Wood Beam UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: (E) BEAM 2 Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2021 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + Fb- 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170,0 psi 675.0psi E : Modulus of Elasticity Ebend-xx 11600.0 ksi Fc -Prll Fe-Perp Fv Eminbend -xx 580.0ksi I Wood Species Wood Grade Beam Bracing i I ! Douglas Fir-Larch No.1 Completely Unbraced L---. --------- Ft 0.128 .., 0 0.1875 Lr'0.15 0(0.1625 Lr 0.13 .., 6x12 Span= 11.50ft Density ----------- 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0250, Lr= 0.020 ksf, Tributary Width = 6.50 ft, (ROOF) Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width= 7.50 ft, (ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width= 8.0 ft, (EXT. WALL) 9:-1;_S/GN SUMMARY ________________________ _ ;Maximum Bending Stress Ratio = 0.760 1 Maximum Shear Stress Ratio = Section used for this span 6x12 fb: Actual = 1,262.80psi -Fb: Allowable Load Combination Location of maximum on span Span # where· maximum occurs = = 1,661.90psi +D+Lr 5.750ft = Span# 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.099 in O in 0.274 in O in Ratio = Ratio= Ratio= Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN DOnly Length = 11.50 ft 1 +D+Lr Length = 11.50 ft +D+0.750Lr Length = 11.50 ft 1 +0.600 Length = 11.50 ft 1 0.669 0.438 0.90 1.000 1.000 0.760 0.495 1.25 1.000 1.000 0.691 0.450 1.25 1.000 1.000 0.228 0.148 1.60 1.000 1.00 1.00 1'.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1388>=360 0 <360 503>=240 0 <240 Span: 1 : Lr Only nla Span: 1 : +D+Lr nla Momeni Values M fb 1.00 1.00 0.99 8.13 804.61 1.00 1.00 0.99 1.00 1.00 0.98 12.76 1,262.80 1.00 1.00 0.98 1.00 1.00 0.98 11.60 1,148.25 1.00 1.00 0.98 1.00 1.00 0.98 4.88 482.77 = = = = F'b 0.00 1202.65 0.00 1661.90 0.00 1661.90 0.00 2114.75 V 0.00 2.83 0.00 4.44 0.00 4.03 0.00 1.70 0.495 : 1 6x12 105.23 psi 212.50 psi +D+Lr 0.000ft Span# 1 I I __ _I Sfiear Values fv F'v 0.00 0.00 67.05 153.00 0.00 0.00 105.23 212.50 0.00 0.00 95.69 212.50 0.00 0.00 40.23 272.00 I Wood Beam Lovelace Engineering, Inc. 10509Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: (E) BEAM 2 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr 0.2739 5.792 BAIG RESIDENCE A.S. J22470 V-34 Project File: J22470.ec6 (c) ENERCALC INC 1983-2021 Max. "+" Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAX1mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 4.437 4.437 1.610 1.610 2.827 2.827 4.437 4.437 4.035 4.035 1.696 1.696 1.610 1.610 Project Title: Engineer: BAIG RESIDENCE A.S. V-35 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: FB-5 Lovelace Engineering, Inc. CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 J22470 Project File: J22470 OPTION2.ec6 (c) ENERCALC INC 1983-2021 Material Properties Analysis Method : Allowable Stress Design -Load Combination: ASCE 7-16 Fb + Fb- 3,100.0 psi 3,100.0 psi 3,000.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Boise Cascade Versa Lam 3100 Completely Unbraced L ·--------·- 7x18 Span = 18.50 ft Fc -Prll Fe-Perp Fv Ft 750.0psi 285.0psi 2,100.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83 ksi Density 41.760pcf 7x18 Span =3.0 ft _____ l 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 Point Load : D = 2.608, Lr= 1.186, L = 0.850 k@ 5.0 ft, (FB-4) Uniform Load: D = 0.0140, L = 0.040 ksf, Extent= 4.750 --» 18.50 ft, Tributary Width= 12.50 ft, (FLOOR) Uniform Load: D = 0.0140, L = 0.060 ksf, Extent= 4.750 --» 18.50 ft, Tributary Width= 6.50 ft, (DECK) Uniform Load: D = 0.0070 ksf, Extent= 9.0 --» 18.50 ft, Tributary Width= 8.0 ft, (INT. WALL) Point Load : D = 2.827, Lr= 1.610 k@ 4.750 ft, ((E) BEAM 2) Point Load : W = 3.747, E = 4.067 k@ 9.50 ft, (SHEAR WALL ABOVE) Load for Span Number 2 Point Load : D = 1.937, L = 4.053, W = -1.0, E = -0.470 k@ 3.0 ft, (FB-2) Uniform Load: D = 0.0140, L = 0.060 ksf, Tributary Width= 6.50 ft, (DECK) Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width= 12.50 ft, (FLOOR) Uniform Load : D = 0.0070 ksf, Tributary Width = 8.0 ft, (INT. WALL) Point Load : D = 2.461, Lr= 1.380 k@ 3.0 ft, ((E) BEAM 1) Point Load : D = 0.370 k @ 3.0 ft, (FB-3) Point Load: W = -3.747, E::; -4.067 k@ 2.750 ft, (SHEAR WALL ABOVE) DESIGN SUMMe;,Ac..:.:R,_,__Y..._ ____________________ _ I Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection = 0.573 1 7x18 = 1,725.21 psi = 3,011.65psi +D+L +H, LL Comb Run (L*) = 7.855ft = Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Span: 2 : E Only• -1 .0 ::; 0.590 : 1 7x18 = 168.05psi = 285.00psi +D+L +H, LL Comb Run (LL) ::; 18.500ft ::; Span# 1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection 0.135 in Ratio = -0.165 in Ratio= 0.537 in Ratio = -0.238 in Ratio= 532>=3.60 434>=360 413>=240 302>=240 Span: 2 : L Only, LL Comb Run (L•) Max Upward Total Deflection Span: 2: +D+0.750Lr+0.750L-0.450W+H, LL Comb Run Span: 2: +D+0.750Lr+0.750L +0.450W+H, LL Comb Run Project Title: BAIG RESIDENCE V-36 Engineer: AS. Lovelace Engineering, Inc. Project ID: J22470 10509 Vista Sorrento Pkwy, Ste. 102 Project Descr: San Diego, CA 92121 Project File: J22470 OPTION2.ec6 LIC#: KW-06013959, Build:20.21.11.30 Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: FB-5 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios ll.llomen! 17alues Sfiear 17alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 18. 50 ft 1 0.276 0.271 0.90 1.000 1.00 1.00 1.00 1.00 0.98 23.67 751.45 2721.70 5.84 69.57 256.50 Length = 3.0 ft 2 0.182 0.271 0.90 1.000 1.00 1.00 1.00 1.00 1.00 15.92 505.32 2780.98 5.84 69.57 256.50 +D+L +H, LL Comb Run (*L) 1.-000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 18.50 ft 1 0.338 0.525 1.00 1.000 1.00 1.00 1.00 1.00 0.97 32.08 1,018.46 3011.65 12.57 149.60 285.00 Length = 3.0 ft 2 0.330 0.525 1.00 1.000 1.00 1.00 1.00 1.00 1.00 32.08 1,018.46 3088.80 12.57 149.60 285.00 +D+L+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.573 0.553 1.00 1.000 1.00 1.00 1.00 1.00 0.97 54.34 1,725.21 3011.65 13.24 157.65 285.00 Length = 3.0 ft 2 0.164 0.553 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.92 505.32 3088.80 5.84 157.65 285.00 +D+L+H, 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 = 18.50 ft 1 0.504 0.590 1.00 1.000 1.00 1.00 1.00 1.00 0.97 47.81 1,517.85 3011.65 14.12 168.05 285.00 Length = 3.0 ft 2 0.330 0.590 1.00 1.000 1.00 1.00 1.00 1.00 1.00 32.08 1,018.46 3088.80 12.57 168.05 285.00 +D+Lr+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.192 0.241 1.25 1.000 1.00 1.00 1.00 1.00 0.96 22.54 715.47 3718.76 7.22 86.00 356.25 Length = 3.0 ft 2 0.165 0.241 1.25 1.000 1.00 1.00 1.00 1.00 1.00 20.06 636.74 3857.21 7.22 86.00 356.25 +D+Lr+H, LL Comb Run (L *) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.286 0.235 1.25 1.000 1.00 1.00 1.00 1.00 0.96 33.53 1,064.51 3718.76 7.04 83.81 356.25 Length = 3.0 ft 2 0.131 0.235 1.25 1.000 1.00 1.00 1.00 1.00 1.00 15.92 505.32 3857.21 5.84 83.81 356.25 +D+Lr+H, 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= 18.50 ft 1 0.277 0.241 1.25 1.000 1.00 1.00 1.00 1.00 0.96 32.42 1,029.27 3718.76 7.22 86.00 356.25 Length = 3.0 ft 2 0.165 0.241 1.25 1.000 1.00 1.00 1.00 1.00 1.00 20.06 636.74 3857.21 7.22 86.00 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.218 0.212 1.15 1.000 1.00 1.00 1.00 1.00 0.96 23.67 751.45 3439.30 5.84 69.57 327.75 Length = 3.0 ft 2 0.142 0.212 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.92 505.32 3550.04 5.84 69.57 327.75 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.266 0.398 1.25 1.000 1.00 1.00 1.00 1.00 0.96 31.15 988.74 3718.76 11.92 141.92 356.25 Length = 3.0 ft 2 0.256 0.398 1.25 1.000 1.00 1.00 1.00 1.00 1.00 31.15 988.74 3857.21 11 .92 141.92 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.446 0.395 1.25 1,000 1.00 1.00 1.00 1:00 0.96 52.20 1,657.23 3718.76 11.81 140.63 356.25 Length = 3.0 ft 2 0.131 0.395 1.25 1.000 1.00 1.00 1.00 1.00 1.00 15.92 505.32 3857.21 5.84 140.63 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18-.50ft 1 0.400 0.422 1.25 1.000 1.00 1.00 1.00 1.00 0.96 46.90 1,488.80 3718.76 12.64 150.43 356.25 Length = 3.0 ft 2 0.256 0.422 1.25 1.000 1.00 1.00 1.00 1.00 1.00 31.15 988.74 3857.21 11.92 150.43 356.25 +D+0.750L+0.750S+H, LL Co1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.259 0.395 1.15 1.000 1.00 1.00 1.00 1.00 0.96 28.04 890.17 3439.30 10.89 129.59 327.75 Length = 3.0 ft 2 0.251 0.395 1.15 1.000 1.00 1.00 1.00 1.00 1.00 28.04 890.17 3550.04 10.89 129.59 327.75 +D+0.750L+0.750S+H, LL Co1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.424 0.409 1.15 1.000 1.00 1.00 1.00 1.00 0.96 45.9.6 1,459.01 3439.30 11.26. 134.08 327.75. Length = 3.0 ft 2 0.142 0.409 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.92 505.32 3550.04 5.84 134.08 327.75 +D+0.750L+0.750S+H, LL Co1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.381 0.433 1.15 1.000 1.00 1.00 1.00 1.00 0.96 41.31 1,311.27 3439.30 11.92 141.88 327.75 Length = 3.0 ft 2 0.251 0.433 1.15 1.000 1.00 1.00 1.00 1.00 1.00 28.04 890.17 3550.04 10.89 141.88 327.75 +O+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.222 0.170 1.60 1.000 1.00 1.00 1.00 1.00 0.94 32.45 1,030.16 4650.51 6.50 77.42 456.00 Length = 3.0 ft 2 0.051 0.170 1.60 1.000 1.00 1.00 1.00 1.00 0.99 7.93 251 .90 4930.17 4.25 77.42 456.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.163 0.227 1.60 1.000 1.00 1.00 1.00 1.00 0.94 23.90 758.73 4650.51 8.69 103.47 456.00 Length = 3.0 ft 2 0.154 0.227 1.60 1.000 1.00 1.00 1.00 1.00 0.99 23.90 758.73 4930.17 8.69 103.47 456.00 +D+0. 750Lr+0.750L +0.450W➔ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 18.50 ft 1 0.173 0.255 1.60 1.000 1.00 1.00 1.00 1.00 0.94 25.30 803.02 4650.51 9.78 116.48 456.00 Length = 3.0 ft 2 0.162 0.255 1.60 1.000 1.00 1.00 1.00 1.00 0.99 25.16 798.68 4930.17 9.78 116.48 456.00 +D+0.750Lr+O. 750L +0.450W➔ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.415 0.323 1.60 1.000 1.00 1.00 1.00 1.00 0.94 60.74 1,928.18 4650.51 12.36 147.08 456.00 Length = 3.0 ~ 2 0.064 0.323 1:60 1.000 1.00 1.00 1.00 1.00 0.99 9.93 315.25 4930.17 4.40 147.08 456.00 +D+0.750Lr+0.750L+0.450W➔ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.372 0.344 1.60 1.000 1.00 1.00 1.00 1.00 0.94 54.46 1,728.90 4650.51 13.18 156.88 456,00 Length = 3.0 ft 2 0.162 0.344 1.60 1.000 1.00 1.00 1.00 1.00 0.99 25.16 798.68 4930.17 9.78 156.88 456.00 +D+0. 750Lr+O. 750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.253 0.367 1.60 1.000 1.00 1.00 1.00 1.00 0.94 37.13 1,178.80 4650.51 14.06 167.35 456.00 Project Title: BAIG RESIDENCE V-37 Engineer: A.S. Lovelace Engineering, Inc. Project ID: J22470 10509 Vista Sorrento Pkwy, Ste. 102 Project Descr: San Diego, CA 92121 Project File: J22470 OPTION2.ec6 UC#: KW-06013959, Build:20.21.11.30 Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: FB-5 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momenf 'i7alues Sfiear 'i7alues Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 3.0 ft 2 0.239 0.367 1.60 1.000 1.00 1.00 1.00 1.00 0.99 37.13 1,178.80 4930.17 14.06 167.35 456.00 +D+0.750Lr+0.750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 18.50 ft 1 0.307 0.294 1.60 1.000 1.00 1.00 1.00 1.00 0.94 45.02 1,429.17 4650.51 11.27 134.17 456.00 Length = 3.0 ft 2 0.141 0.294 1.60 LOCO 1.00 1.00 1.00 1.00 0.99 21.90 695.38 4930.17 7.98 134.17 456.00 +O+O. 750Lr+O. 750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft . 1 0.278 0.367 1.60 1.000 1.00 1.00 1.00 1.00 0.94 40.66 1,290.78 4650.51 14.06 167.35 456.00 Length = 3.0 ft 2 0.239 0.367 1.60 1.000 1.00 1.00 1.00 1.00 0.99 37.13 1,178.80 4930.17 14.06 167.35 456.00 +O+O. 750L +0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.178 0.228 1.60 1.000 1.00 1.00 1.00 1.00 0.94 26.14 830.00 4650.51 8.75 104.16 456.00 Length = 3.0 ft 2 0.142 0.228 1.60 1.000 1.00 1.00 1.00 1.00 0.99 22.05 700.11 4930.17 8.75 104.16 456.00 +0+0.750L +0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.376 0.308 1.60 1.000 1.00 1.00 1.00 1.00 0.94 55.14 1,750.51 4650.51 11.80 140.53 456.00 Length = 3.0 ft 2 0.064 0.308 1.60 1.000 1.00 1.00 1.00 1.00 0.99 9.93 315.25 4930.17 4.40 140.53 456.00 +O+O. 750L +O. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.339 0.325 1.60 1.000 1.00 1.00 1.00 1.00 0.94 49.72 1,578.29 4650.51 12.46 148.33 456.00 Length = 3.0 ft 2 0.142 0.325 1.60 1.000 1.00 1.00 1.00 1.00 0.99 22.05 700.11 4930.17 8.75 148.33 456.00 +O+O. 750L +0.750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.232 0.340 1.60 1.000 1.00 1.00 1.00 1.00 0.94 34.03 1,080.23 4650.51 13.02 155.02 456.00 Length = 3.0 ft 2 0.219 0.340 1.60 1.000 1.00 1.00 1.00 1.00 0.99 34.03 1,080.23 4930.17 13.02 155.02 456.00 +D+O. 750L +0.750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.260 0.280 1.60 1.000 1.00 1.00 1.00 1.00 0.94 38.12 1,210.28 4650.51 10.72 127.62 456.00 Length = 3.0 ft 2 0.141 0.280 1.60 1.000 1.00 1.00 1.00 1.00 0.99 21.90 695.38 4930.17 7.98 127.62 456.00 +D+0.750L +0.750S-0.450W+I 1.000 1.00 1.00 1.00 • 1.00 0.99 0.00 0.00 0.00 0.00 Length= 18.50 ft 1 0.234 0.340 1.60 1.000 1.00 1.00 1.00 1.00 0.94 34.24 1,087.13 4650.51 13.02 155.02 456.00 Length = 3.0 ft 2 0.219 0.340 1.60 1.000 1.00 1.00 1.00 1.00 0.99 34.03 1,080.23 4930.17 13.02 155.02 456.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.170 0.118 1.60 1.000 1.00 1.00 1.00 1.00 0.94 24.95 792.16 4650.51 4.51 53.71 456.00 Length = 3.0 ft 2 0.010 0.118 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.57 49.77 4930.17 2.31 53.71 456.00 +0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.120 0.166 1.60 1.000 1.00 1.00 1.00 1.00 0.94 17.53 556.60 4650.51 6.35 75.65 456.00 Length = 3.0 ft 2 0.113 0.166 1.60 1.000 1.00 1.00 1.00 1.00 0.99 17.53 556.60 4930.17 6.35 75.65 456.00 +1.114D+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 = 18.50 ft 1 0.256 0.193 1.60 1.000 1.00 1.00 1.00 1.00 0.94 37.45 1,188.74 4650.51 7.41 88.19 456.00 Length = 3.0 ft 2 0.057 0.193 1.60 1.000 1.00 1.00 1.00 1.00 0.99 8.92 283.17 4930.17 5:08 88.19 456.00 +1.1140-0.70E+.0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.181 0.253 1.60 1.000 1.00 1.00 1.00 1.00 0.94 26.55 842.91 4650.51 9.69 115.32 456.00 Length = 3.0 ft 2 0.171 0.253 1.60 1.000 1.00 1.00 1.00 1.00 0.99 26.55 842.91 4930.17 9.69 115.32 456.00 +1.0860+0. 750L +O. 750S+0.5: 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.201 0.235 1.60 1.000 1.00 1.00 1.00 1.00 0.94 29.45 934.94 4650.51 9.00 107.20 456.00 Length = 3.0 ft 2 0.147 0.235 1.60 1.000 1.00 1.00 1.00 1.00 0.99 22.79 723.56 4930.17 9.00 107.20 456.00 +1.0860+0. 750L +O. 750S+0.5: 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.403 0.325 1.60 1.000 1.00 1.00 1.00 1.00 0.94 58.96 1,871.85 4650.51 12.46 148.30 456.00 Length = 3.0 ft 2 0.069 0.325 1.60 1.000 1.00 1.00 1.00 1.00 0.99 10.67 338.71 4930.17 5.02 148.30 456.00 +1.0860+0. 750L +O. 750S+0.5: 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.365 0.342 1.60 1.000 1.00 1.00 1.00 1.00 0.94 53.47 1,697.40 4650.51 13.11 156.11 456.00 Length = 3.0 ft 2 0.147 0.342 1.60 1.000 1.00 1.00 1.00 1.00 0.99 22.79 723.56 4930.17 9.00 156.11 456.00 +1.0860 +0. 750L +0.750S-0.52 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.246 0.359 1.60 1.000 1.00 1.00 1.00 1.00 0.94 36.02 1,143.37 4650.51 13.77 163.91 456.00 Length = 3.0 ft 2 0.232 0.359 1.60 1.000 1.00 1.00 1.00 1.00 0.99 36.02 1,143.37 4930.17 13.77 163.91 456.00 +1.0860+0. 750L +O. 750S-0.5L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.263 0.287 1.60 1.000 1.00 1.00 1.00 1.00 0.94 38.54 1,223.53 4650.51 10.98 130.71 456.00 Length = 3. 0 ft 2 0.154 0.287 1.60 1.000 1.00 1.00 1.00 1.00 0.99 23.89 758.51 4930.17 8.73 130.71 456.00 +1 .0860+0. 750L +O. 750S-0.5L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.246 0.359 1.60 1.000 1.00 1.00 1.00 1.00 0.94 36.02 1,143.37 4650.51 13.77 163.91 456.00 Length = 3.0 ft 2 0.232 0.359 1.60 1.000 1.00 1.00 1.00 1.00 0.99 36.02 1,143.37 4930.17 13.77 163.91 456.00 +0.4858D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 18.50 ft 1 0.179 0.112 1.60 1.000 1.00 1.00 1.00 1.00 0.94 26.15 830.23 4650.51 4.28 50.95 456.00 Length = 3.0 ft 2 0.007 0.112 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.08 34.41 4930 .17 2.03 50.95 456.00 +0.48580-0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project Title: Engineer: Project ID: Project Descr: BAIG RESIDENCE A.S. J22470 V-38 Project File: J22470 OPTION2.ec6 LIC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: FB-5 Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2021 Maximum Forces & Stresses for Load Combinations Load Combination l'Jlax Sfress Raflos l'illomenf IJalues Sfiear IJalues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v Length = 18.50 ft 1 0.113 0.157 1.60 1.000 1.00 1.00 1.00 1.00 0.94 16.55 525.33 4650.51 6.01 71.60 456.00 Length = 3.0 ft 2 0.107 0.157 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.55 525.33 4930.17 6.01 71.60 456.00 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Dell Location in Span 0.0000 0.000 +D+0.750Lr+0.750L+0.450W+H, l 1 2 0.5371 0.0000 8.992 8.992 +D+0.750Lr+0.750L+0.450W+H, l -0.2384 3.000 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H, LL Comb Run (*L) +D+L +H, LL Comb Run (L *) +D+L +H, LL Comb Run (LL) +D+Lr+H, LL Comb Run (*L) +D+Lr+H, LL Comb Run (L •) +D+Lr+H, LL Comb Run (LL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run(* +D+0.750Lr+0.750L+H, LL Comb Run (L +D+O. 750Lr+O. 750L +H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L +0.750S+H, LL Comb Run (LL +D+0.60W+H +D-0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L-0.450W+H, LL Comb +D+0.750Lr+0.750L-0.450W+H, LL Comb +D+0.750Lr+0.750L-0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L +0.750S+0.450W+H, LL Comb +D+0.750L+0.750S-0.450W+H, LL Comb +D+0.750L+0.750S-0.450W+H, LL Comb +D+0.750L+0.750S-0.450W+H, LL Comb +0.60D+0.60W+0.60H +0.60D-0.60W+0.60H +D+0.70E+0.60H +D-0.70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L +0.750S+0.5250E+H, LL Comb +D+0.750L +0.750S+0.5250E+H, LL Comb +D+0.750L +0.750S-0.5250E+H, LL Comb +D+0.750L +0.750S-0.5250E+H, LL Comb +D+0.750L +0.750S-0.5250E+H, LL Comb +0.60D+0.70E+H +0.60D-O. 70E+H D Only Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L') Lr Only, LL Comb Run (LL) L Only, LL Comb Run (*L) L Only, LL Comb Run (L *) L Only, LL Comb Run (LL) Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 11.544 26.683 -2.659 3.129 4.978 11.166 4.104 18.763 10.146 19.086 9.272 26.683 4.754 12.770 7 .040 11.900 6.816 13.504 4.978 11.166 4.155 18.067 10.400 17.657 9.577 24.557 4.322 16.864 8.854 17.106 8.198 22.804 6.503 9.041 3.452 13.292 5.298 16.473 11.544 16.063 10.721 22.963 3.011 19.661 9.256 19.250 8.433 26.151 5.466 15.270 9.998 15.512 9.342 21.210 3.178 18.458 7.710 18.700 7.054 24.398 4.512 4.575 1.461 8.825 6.839 8.976 3.1 16 13.357 5.719 15.221 10.250 15.463 9.595 21.161 2.926 18.507 7.458 18.749 6.802 24.447 4.848 4.509 1.125 8.890 4.978 11.166 -0.224 1.604 2.062 0.734 1.838 2.338 -0.874 7.597 5.168 7.920 4.294 15.516 Wood Beam Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 LIC# : KW-06013959, Build:20.21.11.30 DESCRIPTION: FB-5 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAIG RESIDENCE A.S. J2247O V-39 Project File: J22470 OPTION2.ec6 (c) NERCALC INC 1983-2021 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination WOnly -W EOnly E Only* -1.0 HOnly Support 1 Support 2 Support 3 2.542 -3.542 -2.542 3.542 2.659 -3.129 -2.659 3.129 L-1 ~ LOVELACE BAIG RESIDENCE A.S. ENGINEERING TNT DESIGN BUILD 11/18/2022 STRUCTURAL t NG/NE.ERI NG 5'ERVICES J22470 Page: SEISMIC WEIGHT Level 2 ROOF Typical Plate Ht. {ft.) 8 Element Type Dead Load (psf) Area (sf) Weight Diaphragm ROOF I 25 2100 52500 Diaphragm I 0 Diaphragm 0 Dead Load (psf) Length (ft.) Weight Wall EXTERIOR I 16 200 25600 Wall INTERIOR 7 171 9576 Wall 0 Dead Load (lbs.) Weight Misc./ Concentrated 0 Total Weight (lbs.) 87676 Seismic Weight (lbs.) 70088 Level 1 FLOOR Typical Plate Ht. (ft.) 9 Element Type Dead Load (psf) Area (sf) Weight Diaphragm FLOOR 14 1500 21000 Diaphragm DECK 0 Diaphragm ROOF 25 1400 35000 Dead Load (psf) Length (ft.) Weight Wall EXTERIOR 16 250 36000 Wall INTERIOR 7 150 9450 Wall 0 Dead Load (lbs.) Weight I Misc./ Concentrated I 0 Total 101450 Seismic Weight 96313 AME11CAN SOC!ffi' OF ClVII. El'.'G!Nffi\S Address: 2055 Chestnut Ave Carlsbad, California 92008 . ',. Jd u, '· I • • ., ,., ... , , .. ,··· ,., ., ,. ' Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: L-2 ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: D -Default (see Section 11.4.3) • I 96Vmph 66 Vmph 72 Vmph 77Vmph 82 Vmph .' ·' 'I .1,\ Latitude: 33.16163 Longitude: -117.324815 Elevation: 243.59 ft (NAVO 88) 1 .. r,.\I! 'I'.. ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Mon Nov 14 2022 ,,,u ' Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce 7hazardtool .online/ Page 1 of 3 Mon Nov 14 2022 AJ'1tll!CAN SOC!EIY ~F CIVIi. ENG!,/f.l:11S Seismic Site Soil Class: D -Default (see Section 11.4.3) Results: 1.02 0.372 1.2 F.: N/A SMs 1.224 S 01 TL : PGA: PGAM: FPGA N/A 8 0.447 0.537 1.2 SMt N/A le : 1 Sos 0.816 Cv : 1.304 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Nov 14 2022 Date Source: usGs Seismic Design Maps https:/lasce 7hazardtool.online/ Page 2 of 3 L-3 Mon Nov 14 2022 I~ LOVELACE ~ ENGINEERING STRUCTU~AL CNCINCCRIN~ ~CRV ICC5 Overall Ht. 20.5 BAIG RESIDENCE TNT DESIGN BUILD J22470 SEISMIC BASE SHEAR 11 Period Calculation System Ct All Other Systems 0.02 X 0.75 Ts= 0.586 s 1.5* Ts= 0.878941176 Level 2 1 Ta.= C::h:i Ta= 0.193 s TL= 8 s Base Shear System R Omega Cd Wood Shear Walls Site Class: CO SOS=~ SDl = 0.478 Sl = I 0.372 J 6.5 2.5 Vertical Distribution •w~.h; G: = c~•xv C:vx= n , k ~i=1 "'·thi ht. (ft.) wx(lbs.) hx k 1 11 70088 20.5 1 9.5 96313 9.5 1 20.5 ft. Cs = W= V= 4.5 1.0 0.126 166.401 k 20.89 k Total Base Shear wx*hx"k Cvx 1436804 0.61094385 914973.5 0.38905615 2351777.5 l I I A.S. 11/18/2022 Page: per ASCE 7, Fig. 22-14 per ASCE 712.8.1.1 Fx k 12.8 k 8.1 k L-4 I~ LOVELACE PROJECT : BAIGRESIDENCE ~ ENGINEERING CLIENT: TNT DESIGN BUILD ,, •• , .... , ,.,,. """"'" ,..,.,., JOB NO.: J22470 DATE: Wind Analysis for Low-rise Building, Based on 2018 IBC/ASCE 7-16 INPUT DATA Exposure category (B, c or D, ASCE 7-16 26.7.3) Importance factor (ASCE 7-16 Table 1.5-2) Basic wind speed (ASCE 7-16 26.5.1 or 2018 IBC) Topographic factor (ASCE 7-16 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width, including overhangs Overhang sloped width C lw = 1.00 for all Category V = 96 mph, (154.50 kph) K,, = 1 Flat he = 17 ft, (5.18 m) h, = 25 ft, (7. 62 m) L = 67.5 ft, (20.57 m) B = 53 ft, (16.15 m) 1.5 ft, (0.46 m) PAGE: DESIGN BY : AS REVIEW BY: Effective area of components (or Solar Panel area) 12 tt2, <= Overhang? (Yes or No) No 1.12 m2) DESIGN SUMMARY Max horizontal force normal to building lengtti, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load 22.31 kips, (99 kN), SD level (LRFD level), Typ. 17.81 kips, (79 kN) Max total upward force ANALYSIS Velocity pressure qh = 0.00256 Kz Kzt K.t Ko V2 154.12 ft-kips, (209 kN·m) 59.71 l<ips, (266 kN) 18.21 pst where: % = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) K2 = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268) Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266) h = mean roof height 0.91 0.85 21.00 fl L-5 K0 = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory) ~---<_M_ln~(_L~, B), [Satisfactory) (ASCE 7-16 26.2.1) (ASC~ 7-16 26.2.2) Design pressures for MWFRS p = qh ((G Cpt )-(G Cpl )] where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). Pm1n = 16 psf (ASCE 7-16 28.3.4) G Cp r = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) G Cp 1 = product of gust effect factor and internal pressure coefficient.Cf ab. 26.13--1, Enclosed Building, page 271) = 0.18 or -0.18 a= width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.048, 0.04L), 3] = 5.30 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Roof angfe El" = 16.80 Roof angle 0 = 0.00 Roof an lie 0 = 1"6.80 Surface Net Pressure wllh Net Pressure with GCpr (+GCpi) (-GC0 i) GCpr (+GC0 i) (-GC0i) Surface GCpr Net Pressure with (+GC01) (-GC01 ) 1 0.50 5.87 12.42 -0.45 -11.47 ·4.92 1T 0.50 1.47 3.11 2 -0.69 -15.84 -9.29 -0.69 -15.84 -9.29 2T -0.69 -3.96 -2.32 3 -0.46 -11.59 -5.04 -0.37 -10.01 -3.46 3T -0.46 -2.90 -1.26 4 -0.40 -10.56 -4.01 -0.45 -11 .47 -4.92 4T -0.40 -2.64 -1 .00 5 0.40 4.01 10.56 Roof an Jle e = 0.00 6 -0.29 -8.56 -2.00 1E 0.76 10.55 17.1 1 -0.48 -12.02 -5.46 Surface GCpr Net Pressure with (+GC01) (-GCpi) 2E -1.07 -22.76 -16.21 -1.07 -22.76 -16.21 5T 0.40 1.00 2.64 3E -0.66 -15.22 -8.66 -0.53 -12.93 -6.37 6T -0.29 -2.14 -0.50 4E -0.60 -14.12 -7.56 -0.48 -12.02 -5.46 5E 0.61 7.83 14.39 6E -0.43 -11.11 -4.55 Load Case A (Transverse) Load Case B (Longitudinal) Load Cose A (Transverse) Load Case B (Longitudinal) Basic Load Cases Torsional Load Coses L-6 Basic Load Case A (Transverse Direction) Basic Load Case B Longitudinal Direction) Area Pressure (kl with Area Pressure (kl with Surface {ft') (+GC01) (-GC01) Surface (tt') (+GC0i) (-GC01 ) 1 967 5.68 12.02 Poverhang = -12.75 psf 2 1575 -24.95 -14.63 2 1575 -24.95 -14.63 (ASCE 7-16 28.3.3) 3 1575 -15.77 -5.45 3 1575 -18.26 -7.93 5 924 3.70 9.76 4 967 -10.22 -3.88 6 924 -7.91 -1.85 1E 180 1.90 3.08 2E 293 -6.68 -4.76 2E 293 -6.68 -4.76 3E 293 -3.79 -1.87 3E 293 -4.47 -2.54 SE 189 1.48 2.71 4E 180 -2.54 -1.36 6E 189 -2.10 -0.86 ~ Horiz. 17.76 17.76 ~ Horiz. 15.19 15.19 Vert. -52.03 -28.58 Vert. -39.58 -17.44 Min.wind Horlz. 22.68 22.68 Min. wind Horlz. 17.81 17.81 28.4.4 Vert. -57.24 -57.24 28.4.4 Vert. -57.24 -57.24 Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction) Area Pressure (kl with Torsion lft-kl Area Pressure lk) with Torsion (ft-kl Surface (ft') (+GC01) (-GC01) (+GC01) (-GC0i) Surface (tt') (+GC01) (-GC01) (+GC0i) (-GC0i) 1 394 2.31 4.89 33 70 2 1575 -24.95 -14.63 -19 -11 2 641 -10.15 -5.95 -42 -24 3 1575 -15.77 -5.45 12 4 3 641 -7.43 -3.23 31 13 5 368 1.47 3.88 15 39 4 394 -4.16 -1.58 59 22 6 368 -3.15 -0.74 32 7 1E 180 1.90 3.08 54 88 2E 293 -6.68 -4.76 60 43 2E 293 -6.68 -4.76 -55 -39 3E 293 -3.79 -1.87 -34 -17 3E 293 -4.47 -2.54 37 21 SE 189 1.48 2.71 35 65 4E 180 -2.54 -1.36 72 39 6E 189 -2.10 -0.86 50 20 1T 574 0.84 1.78 -14 -30 5T 557 0,56 1.47 -7 -18 2T 934 -3.70 -2.17 18 11 6T 557 -1.19 -0.28 -15 -3 3T 934 -2.71 -1.18 -13 -6 Total Horlz. Torsional Load, Mr 128.9 128.9 4T 574 -1.52 -0.57 -26 -10 Total Horiz. Torsional Load, Mr 154 154 Design pressures for components and cladding --.1r----7t ~r2~k kt1"-;3! p == qh[ (G c0) -(G c0dJ I r--, I I I I I 5 I 5 I I .,__ I I I I I I where: p = pressure on component. (Eq. 30.3-1 , pg 334) 0 °""f 15 5 11.""~~ 2 I 1 I 1 I I 2.i-12,-2,1 -12, a I I I I I • I I • I Pm1n = 16.00 psf (ASCE 7-16 30.2.2) I I I I I,§ I I ,§ I 0 I L---'--+-I I I I G C0 = external pressure coefficient L.L---;;-,;:'J; 3.6h f-1---l-fr'7n"°!.i; Walls .6h ;i. 2n Jr ~ see table below. (ASCE 7-16 30.3.2) 8= 16.80 0 Roof fh,;• Roof 8>7" Effective Zone 1 Zone 1' Zone 2 Zone2e Zone 2n Zone 21 Area (fr) GCp -GCp GCp -GCp GCp -GCp GCp -GCp GCp -GCp GCp -GCp Comp. 12 0.52 -2.00 ----0.52 -2.00 0.52 -2.89 0.52 -2.89 Effective Zone 3 Zone le Zone 3, Zone 4 Zone & Area (fr) GCp -GCp GCp -GCp GCp -GCp GCp -GCp GCp -GCp 12 --0.52 -2.89 0.52 -3.46 0.99 -1 .09 0.99 -1.37 Zone1 Zone 1' Zone 2 Zone 2& Zone 2n Zone2r Comp. & Cladding Positive Negative ~iuve Ncgatlvrt Poslt/W: N~alm Po,/rlve Negal/ve Postrlve Negative Posit/tu: Neaarlll• Pressure 16.00 -39.70 16.00 -39.70 16.00 -55.84 16.00 -55.84 (psf) Zone 3 Zone le Zone 3r Zone, Zone«; Po~tlve lffgallve ~-N~•Uv,: ~-~•Im Po:sltlVft N~atlve Po•ltlve Negatln (The Max Pressure 16.00 -55.84 16.00 -66.23 21.23 -23.05 21.23 -28.26 66.23 psf) l-7 ~ BAIG RESIDENCE A.S. LOVELACE TNT DESIGN BUILD 11/18/2022 ENGINEERING STRVCTVRAL fNOlrlEE.RlH SER\'/C~!,. J22470 Page: LATERAL STORY FORCES II Seismic Level Fx (lbs.) Diaphragm Area (sf) ASD Story Load (psf) 0 0,7 2 12762 2100 0.7 4.3 1 8127 2900 0.7 2.0 Wind Direction N-S A-D Force = 17.81 k Pressure = 17.4 psf Level Ht. length area Trib. Ht. ASO diaph. load Ridge/Parapet 6.5 36.5 237.25 3.25 0.6 plf 2 8.5 36.5 310.25 10.75 0.6 112 plf 1 9,5 50 475 9 0,6 94 plf 1022.5 sf Direction E-W 1-6 Force = 22.31 k Pressure= 14.9 psf Level Ht. length area Trib. Ht. ASD diaph. Load Ridge/Parapet 6.5 57 370.5 3.25 0.6 plf 2 8,5 57 484.5 10.75 0.6 96 plf 1 9.5 67.5 641.2:5 9 O.& 81 plf 1496.25 sf I I I I I I I I I I I I I I 1~ LOVELACE ~ ENGINEERING STRUCTURAL. ENC1NEERt NC SERVICES BAIG RESIDENCE TNT DESIGN BUILD 122470 level Name Level# Lateral Line ROOF 2 D Direction N-S A.S. 11/18/2022 Page: WOOD SHEARWALL ANALYSIS & DESIGN II Area j 1 2 3 4 SEISMIC LOAD sos = 0.816 p = 1.0 Story Load 4.3 SF Factor 220 1.0 Total/2 = Seismic Load psf Load (lbs} "11 Load Type L Worst Case Load (plf} 112 Length L (ft.) Load L (lbs.) 0 468 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Segment L H H/L Ratio Load Ratio Load E Adj. Load E LoadW Adj. LoadW Unit Shear E Unit Shear w· OTM E OTMW Waif Weight Wall UOL Unit. DL Concen. OL COL loc. OLMoment DLMorn. E DLMorn. W Net OT E NetOTW Uplift E Add. UpllftE UpliftW Add. Uplift W Tot. Uplift E Tot. Uplift W HOii Load (lbs.) Offset Factor Total Add. Load Total Seismic Load-= l 13 8 0.6 LOO 468 955 682 36 52 Max Shear 3744 7640 16 128 14 11999 5829 7199 ·2085 440 -160 34 -160. 34 • 52 Adjust. Load 0 -468 lbs. SHEAR PLF I USE# OVERTURNING UPLIFT • -No HD required, by inspection •• -See Perforated/ Force-Transfer Shearwall calculation Line Load (lbs.) Total Wind Load~ 1 Shear Wall WIND LOAD Load Type R Load (plf) Length R (ft.) Load R (lbs.) 955 lbs. Offset Factor Adjust. Load Total Add. Load 0 955 -lbs. Worst Case 112 17 1910 Total Shear Length (ft.) 13 lbs. lbs. lbs. lbs. plf plf Capacity= 260 pit #-ft. #-ft. psf plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-8 Byl\ttio CSC1306...3 I~ LOVELACE II""" ~ ENGINEERI G STP.UCT\.IRAL :"NCINE!=RINC SERVICES BAIG RESIDENCE TNT DESIGN BUILD J22470 level Name Level# Lateral Line ROOF 2 E Direction N-S A.S. 11/18/2022 Page: WOOD SHEARWALLANALYSIS & DESIGN 11 Area 1 2 3 4 SEISMIC LOAD sos = 0.816 p = 1.0 Story Load 4.3 SF Factor 245 1.0 Total/2 = Seismic load psf Load (lbs) 1M11 Load Type L Worst Case Load (plf) 112 length L (ft.) 17 Load L(lbs.) 1910 521 lbs. Totaf/2 = Wind load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD line Segment L H H/L·Ratio Load Ratio load E Adj. load E loadW Adj.loadW Unit Shear E UnitShearW OTM E OTMW Wall Weight Wall UDL Unif. DL Concen. DL CDL loc. DLMoment DLMom. E DLMom.W Net OTE NetOTW Uplift E Add. Uplift E UpliftW Add. Uplift W Tot. Uplift E Tot. Uplift W HD# l~ad (lbs.) Offset Factor Total Add. load Total Seismic Load = 1 5 8 1.6 1.00 521 955 682 104 136 Max Shear 4169 7640 16 128 1600 777 960 3392 6680 678 1336 678 1336 11 136 Adjust. Load 0 521 lbs. SHEAR PLF USE# OVERTURNING UPLIFT • -No HD required, by inspection •• -See Perforated/ Force-Transfer Shearwall calculation line Load (lbs.) Total Wind Load = 1 Sh~arWall WIND LOAD Load Type R Load (plf) Length R (ft.) load R (lbs.) 955 lbs. Offset Factor Adj,ust. Load Total Add. Load 0 955 lbs. Worst Case 112 0 Total Shear length (ft.) 5 lbs. lbs. lbs. lbs. plf plf Capacity = 260 plf #-ft. #-ft. psr plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-9 PvR1Uo (8(2306.3 na:: LOVELACE .....-~ ENGINEERING STRUCTURAL ENCIN EER INC SERVIC!S BAIG RESIDENCE TNT DESIGN BUILD J22470 level Name level# lateral Line ROOF 2 0-E Direction N-S A.S. 11/18/2022 Page: WOOD SHEARWALL ANALYSIS & DESIGN II Area j 1 2 3 4 SEISMIC LOAD sos = 0.816 p = 1.0 Story load 4.3 SF Factor 1870 1.0 Total/2 = Seismic load psf load (lbs) '"ll 3978 lbs. ADDITIONAL SEISMIC LOAD Line Segment L H H/L·Ratio load Ratio Load E Adj. load E LoadW Adj. LoadW Unit Shear E UnitShearW OTME OTMW Wall Weight WallUOL Unif. DL Concen·. DL COL loc. DLMoment DLMom. E DLMom.W NetOTE NetOTW Uplift E Add. Uplift E Uplift W Add. UpliftW Tot. Uplift E Tot. Uplift W HD# load (lbs.) Offset Factor .Adjust. load _ Total Add. Load 0 Total Seismic Load = 3978 lbs. SHEAR 1 Max Shear ·a PLF I USEII OVERTURNING UPLIFT • • No HD required, by Inspection •• -See Perforated/ Force-Transfer Shearwall calculation load Type l Worst Case load (plf) 112 length l (ft.) 26 load Lllbs.} 2921 Total/2 = Wind load ADDITIONAL WIND LOAD Line load (lbs.) Total Wind Load = 1 Shear Wall WIND LOAD load Type R load (plf) length R (ft.) Load R (lbs.) 241S lbs. .Offset Factor Adjust. Load Total Add. Load 2415 lbs. 0 Worst Case 112 17 1910 Total Shear length (ft.) 0 lbs. lbs. lbs. lbs. plf pit Capacity= 260 plf #-ft. #-ft. psf plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-10 8yR1t10 CBCDOli.3 II~ LOVELACE 1....--. ENGINEERING STP.UC.T URAL EN CINEERI N C SERVICES BAIG RESIDENCE TNT DESIGN BUILD J22470 level Name Level# lateral Line ROOF 2 E-E Direction A.S. 11/18/2022 Page: WOOD-SHEARWALL ANALYSIS & DESIGN II SEISMIC LOAD Area 1 2 3 4 sos= 0.816 p =: 1.0 Story load 4.3 SF Factor 500 1.0 Total/2 = Seismic load ADDITIONAL SEISMIC LOAD Line Segment L H H/L-Ratio Load Ratio Load E Adj. load E LoadW Adj. LoadW Unit Shear E UnitShearW load (lbs.) Offset Factor Total Add. Load Total Seismic Load = 1 Max Shear 0 psf load (lbs) "'ii 1064 lbs. .Adjust. load . 0 1064 lbs. SHEAR PLF I USE# Load Type L Worst Case Load (plf] 112 Length L (ft.) 21 Load L(lbs.) 2359 Total/2 = Wind load ADDITIONAL WIND LOAD line Load {lbs.) Total Wind Load = 1 Shear Wall OVERTURNING OTM E OTMW Wall Weight WallUDL Unif. DL Concen.DL CDL loc. DLMoment DLMom. E DLMom. W NetOTE NetOTW Uplift E Add. Uplift E Uplift W Add. UpliftW Tot. Uplift E Tot. Uplift W HD It UPLIFT • -No HD required, ·by inspection •• -See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Load (plf) Length R (ft.) Load R (lbs.) 1180 lbs. .Offset Factor Adjust. Load Total Add. Load 0 1180 lbs. Worst Case 112 0 Total Shear length (ft.) 0 lbs. lbs. lbs. lbs. plf plf Capacity = 260 plf ti-ft. #-ft. psf plf plf lbs. ft. /I-ft. #-ft. It-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. 'lbs. lbs. L-11 avR1tfo CBC2306.l If~ LOVELACE ~ ENGINEERING STRUCTURAt... ENCI N EER INC SERVICES BAIG RESIDENCE TNT DESIGN BUILD J22470 l evel Name level# lateral line ROOF 2 6 Direction "E-W A.S. 11/18/2022 Page: WOOD SHEARWALL ANALYSIS & DES.I.GN II Area 1 2 3 4 SEISMIC LOAD sos = 0,816 p = 1.0 Story Load 4.3 SF Factor 220 1.0 1386 1.0 Total/2 = Seismic Load psf load (lbs) 936 Load Type l Worst Case 5896 Load (pit) 96 0 Length L (ft.) 13 0 Load L (lbs.) 1250 3416 lbs, Total/2 = Wind load ADDITIONAL SEISMIC LOAD ADDfflONAL WIND LOAD Line Segment L H H/L Ratio load Ratio Load E Ad]. load E LoadW AdJ.loadW Unit Shear E UnitShearW OTME OTMW Wall Weight Wall UDL Unif. Dl Concen. DL COL loc. DLMoment DLMom.E DlMom.W Net OTE NetOTW Uplift E Add. Uplift E • Uplift W Add. UpliftW Tot. Uplift E Tot. Uplift W HD# Load (lbs.) Offset Factor Total Add. load Total Seismic Load = 1 12 11 0.9 1.00 3416 2452 1752 285 146 Max Shear 37577 26977 16 176 84 18720 9093 11232 28483 15745 2374 1312 2374 1312 11 285 Adjust. load 0 3416 lbs. SHEAR PLF I USE# OVERTURNING UPLIFT • -.No HD required, by Inspection •• -See Perforated / Force-Transfer Shearwall calculation line Load (lbs.) Total Wind Load = 2 Shear Wall WIND LOAD Load Type R load (plf) length R (ft.) Load R (lbs.) 2452 lbs. Offset Factor Adjust. Load Total Add. Load 0 -2452 lbs. Worst Case 96 38 3655 Total Shear length (ft.) 12 lbs. lbs. lbs. lbs. plf fplf Capacity= 350 plf #-ft. #-ft. psf plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs, lbs. L-12 8yR11Uo CBC2306.l I;;: LOVELACE ...-~ ENGINEERING STAucrUR/1.L cr ... c;1NE!'Rln<:i SERVIC~~ BAIG RESJDENCE TNT DESIGN BUILD J22470 level Name Level II Lateral Line ROOF 2 8 Direction E-W A.S. 11/18/2022 Page: WOOD SHEAR-WALL ANALYSIS & DESIGN 11- Area 1 2 3 4 SEISMIC LOAD sos = 0.816 p = 1.0 Story load 4.3 SF Factor 220 1.0 Total/2 = Seismic Load psf load (lbs) "ll Load Type l Worst Case Load (pl!) 96 Length L (ft.) Load l {lbs.) 0 468 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Une Load (lbs.) Offset Factor Adjust. Load line load (lbs.) Total Add. Load 0 Total Seismic load c 46a lbs. Total Wind load = SHEAR Segment 1 2 L 4 4 H B 8 H/L Ratio 2.0 2.0 Load Ratio 0.50 a.so Load E 234 234 Adj. Load E LoadW 313 313 Adj. loadW 223 223 Unit Shear E 58 58 Unit ShearW 56 56 Max Shear 58 PLF I USE/I 1 Shear Wall OVERTURNING OTME 1872 1872 OTMW 2501 2501 Wall Weight 16 16 WallUDL 128 us Unit. DL 84 84 Concen. DL CDL Joe. DLMoment 1696 1696 DLMom. E 824 824 DLMom. W 1018 1018 Net OT E 1048 1048 NetOTW 1483 1483 UPLIFT Uplift E 262 262 Add. Upllft E Uplift W 371 371 Add. Uplift W Tot. Uplift E 262 262" Tot. Uplift W 371 371 HOii .. .. . -No HO required, by lnspectlon •••See Perforated/ Force-Transfer Shearwall calculation WIND LOAD load Type R Worst Case load (plf) 96 length R (ft.) 13 Load R (lbs.) USO 625 lbs. Offset Factor Adjust. Load Total Add. Load 0 625 lbs. Total Shear Length {ft.] 8 lbs. lbs. lbs. lbs. plf pit Capacity = 260 plf 11--ft. 11-ft. psf plf pit lbs. ft II-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs . L-13 [flyfltbo CBCllOli,l I~ LOVELACE ~ ENGII-IEERING srnucrur.AL EIICINEEOINC s~n v1CES Shear E Segment Adj. Shear E Adjust. Shear E ShearW Adjust. Shear W H above 1.25 H opening 2.5 H below 4.25 Total Height 8 l' LI V(lbo,J IT(~ OVERTURNING OTM E 3744 OTMW 5001 Wall Weight 16 Wall UOL 128 Uniform DL 84 DLMoment 27136 Dl Moment E 13182 DLMomentW 16282 Net OT E -9438 NetOTW -11281 468 0 468 625 447 L1 ft. ft. ft. ft. ft. \U I I I I I I lb.-ft. b.-ft. psf plf plf b.•ft, b.•ft. b.-ft. b.-ft. b.-ft. 4.0 BAIG RESIDENCE TNT DESIGN BUILD ]22470 Level Name Level# Lateral Line ROOF 2 8 Direction E-W FORCE TRANSFER SHEAR WALL 11 W(lt. 8.0 V Strap Force 1 v' Strap Force 2 L2 SHEAR Net shear to segments, non-adjusted for segment ratio Segment-adjusted shear per NDS 4.3.4 adjusted for overall H/L ratio of Force-Transfer Shear Wall Net shear to segments, non-adjusted per CBC 2306.3 Adjusted shear value per CBC 2306.3 Overall l2 (It. H/lRatio 4.0 0.5 E w Maximum 29 28 plf Strap Force 117 117 58 117 Shear 58 lU I bs. 56. plf I Use CSlG Use# 1 112 I bs. v,._, u_[lll_J_[_ITJLJ_O -;-'lP&f, vcl-J [] lJI II 11 □DJ -;-r,;1rT ---.,,,. (p,ltJ v,._, --------;--,;;w------wo•.tpj;:;- UPLIFT Uplift E Add. Uplift E UpliftW Add. Uplift W Tot. Uplift E Tot. Uplift W HDII -590 -705 -590 -705 • I I I I I I bs. bs. bs. bs. bs. bs . --· L-1 4 A.S. 11/18/2022 Page: lbs. pit strap Shear Wall v • VIL ,,,. • V'A'Ll'-JJ I ll9f"1 • V • t.....W-4'Y'•LZI 91'"..2 • -v • w't.14.LU + (V,t.2J ~~ LOVELACE I~ ENGINEERING STRUCTURAL ENC1NEER1NC SERVICES BAIG RESIDENCE TNT DESIGN BUILD J22470 level Name Level# lateral Line FLOOR 1 B Direction N-S A.S. 11/18/2022 Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD SDS = 0.816 p = 1.0 Story Load 2.0 SF Factor 300 I 1.0 1.0 Total/2 = Seismic load psf Load (lbs) "!I Load Type l A -D Load (plf) 94 length L {ft.) Load L (lbs.) 0 294 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. load Line Load (lbs.) Total Add. load 0 Total Seismic load = 2-!14 lbs_ Total Wind Load = SHEAR Segment 1 2 L 3 3 H 9 9 H/L Ratio 3.0 3.0 Load Ratio o.so o.so Load E 147 147 Adj. load E 221 221 LoadW 235 235 Adj.loadW 168 168 Unit Shear E 74 74 Unit Shear W • 56 56 Max Shear 74 PlF I USE# 1 Shear Wall OVERTURNING OTM E 1324 1324 OTMW 2116 2116 Wall Weight · 16 16 Wall UDL 144 144 Unif. DL Concen. OL COL loc. DL Moment 648 648 DLMom. E 315 315 DLMom. W 389 389 Net OT E 1009 1009 NetOTW 1727 1727 UPLIFT Uplift E 336 336 Add. Uplift E UpliftW 576 576 Add. Uplift W Tot. Uplift~ 336 336 Tot. UpliftW 576 576 HD# •• •• * -No HD required, by Inspection •• -See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R A-0 Load {plf) 94 Length R (ft.) 10 Load R (lbs.) 941 470 lbs. Offset Factor Adjust. Load Total Add. load 0 470 lbs. Total Shear length (ft.) 6 lbs. lbs. lbs. lbs. plf IPlf Capacity= 260 plf #-ft. #-ft. psf plf plf lbs. ft. #-ft. #-ft. #-ft. II-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs . L-15 !lyAallo CBC 23063 I~ LOVELACE ~ ENGINEERING STRUCTUnAL ENC INEEAINC SEnVICES Shear E 294 Segment Adj. Shear E 441 Adjust. Shear E 294 Shearw 470 Adjust. Shear W 336 Ll ft.) 3.0 H above 2.25 ft. H opening 6.75 ft. H below 0 ft. Total Height 9 ft. BAIG RESIDENCE TNT DESIGN BUILD J22470 Level Name Level II Lateral Line FLOOR 1 ·e FORCE TRANS.FER SHEAR WALL 11 W(ft.) 5.0 V Strap Force 1 v' Strap Force 2 SHEAR Net shear to segments, non-adjusted for segment ratio Segment-a djusted shear per NDS 4.3.4 adjusted for overall H/L ratio of Force-Transfer Shear Wall Net shear to segments, non-adjusted per CBC 2306.3 Adjusted shear value per CBC 2306.3 L2 (ft.) 3.0 E 27 67 49 67 Total Length (ft.) 11 w 31 76 56. 76 Perforated Len h ft) 6 plf I bs. plf I bs. I Overall H/L Ratio 0.8 Strap Force Shear Use Us.a# LI W· L2 Direction N-S Maximum 76 56 CS16 1 V(~ I I I I I I I I I I I I--'-'--'-_ _. OVERTURNING OTME OTMW Wall Weight Wall UDL Uniform DL DL Moment DL Moment E DLMomentW Net OT E NetOTW 2648 4233 16 144 8712 4232 5227 -1584 -995 I I ·I I I lb.-ft. lb.-ft. psf plf plf b.-ft. b.-ft. b.-ft. b.-ft. b.-ft. V(~ II II ---~;;,----~,,- UPLIFT Uplift E Add. Uplift E UpliftW Add. Uplift W Tot. Uplift E Tot. UpliftW HD# -144 -90 -144 -90 • I I I I I I bs. bs. bs. bs. bs. bs. __ , L-16 A.S. 11/18/2022 Page: lbs. plf strap Shear Wall v • VIL V • Vl<LhL.2> 1- n~ LOVELACE ll, E N G I N EE R 11-1 G STRUC TURAL !NCINE!RINC SERV1c.::s BAIG RESIDENCE TNT DESIGN BUILD J22470 level Name Level # Lateral Line FLOOR 1 C Direction N-S A.S. 11/18/2022 Page: WOOD SHEARWALL ANALYSIS & DESIGN 11 Area 1 2 3 4 SEISMIC LOAD sos= 0.816 p = 1.0 Story Load 2.0 SF Factor 2789 1.0 Total/2 = Seismic Load psf load (lbs) ~11 2736 lbs. ADDITIONAL SEISMIC LOAD line D 0-E E Segment L H H/L Ratio Load Ratio Load E Adj. load E LoadW Adj. LoadW Unlt5hear E Unit ShearW Load (lbs.) Offset ~actor .Adjust. load . 468 l 468 3978 l 3978 S21 0.3 156 Total Add. Load 4602 Total Seismic Load = 7338 lbs. 1 28 11 0.4 1.00 7338 6055 4325 262 154 Max Shear 262 PLF Load Type L Worst Case Load (plfJ 94 Length L (ft.) 21 Load L (lbs.) 1975 Total/2 = Wind Load ADDITIONAL WINO LOAD line Load (lbs.) D 955 D-E 2415 E 955 Total Wind Load = SHEAR USE# 2 Shear Wall OVERTURNING OTM E OTMW Wall Weight Wall UDL Unlf. DL Concen.OL COL loc. DL Moment DL Mom. E DLMom. W Net OT E NetOTW Uplift E Add. Uplift E Uplift W Add. UpllftW Tot. Uplift E Tot. UpliftW HD# 80714 66609 10 110 100 4900 7 116620 56649 69972 24064 -3363 859 -120 859 -120 1 • -No HD required, by Inspection UPLIFT •• -See Perforated/ force-Transfer Shearwall calculation WINO LOAD Load Type R load (plf) length R (ft.) Load R (lbs.) 2398 lbs. Offset Factor Adjust. Load 1 955 1 2415 0.3 286 Total Add. Load 3657 6055 lbs. Worst Case 94 30 2822 Total Shear Length (ft.) 28 lbs. lbs. lbs. lbs. plf pit Capacity= 350 plf #-ft. #-ft psf plf plf lbs. ft. #-ft. #-ft. IHt. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-17 ls.vlll:■tlo CBC:1306.'3 -~ LOVELACE ~ ENGINEERING STRVC TV RAL. CNC INEERINC SEAv1c:.s BAIG RESIDENCE TNT DESIGN BUILD J22470 Level Name Level# Lateral Line FLOOR 1 F Direction fil-S A.S. 11/18/2022 Page: WOOD SHEARWALLANALYSIS & DESIGN II Area 1 2 3 4 SEISMIC LOAD SDS = 0.816 p = 1.0 Story Load 2.0 SF Factor 1120 1.0 Total/2 = Seismic Load psf load (lbs) "'ii 1099 lbs. ADDITIONAL SEISMIC LOAD Line E D E-E D-E Segment l H H/1.:Ratio Load Ratio Load E Adj. load E LoadW Adj, loadW Unit Shear E UnitShearW OTME OTMW Wall Weight WallUDL Unif. Dl Concen.DL COlloc. DLMoment DLMom, E DLMom. W Net OTE Net OTW Uplift E Add. Uplift E UpliftW Add. Uplift W Tot. Uplift E Tot. Uplift W HD# Load (lbs.) Offset.Factor 521 1 468 0.2 1064 1 3978 0.25 Total Add. load Total Seismic Load = 1 20 11 0.6 1.00 3TT1 4340 3100 189 155 Max Shear 41484 4TT43 16 176 7000 9 96450 46852 57870 -5368 -10127 -268 -506 -268 ·506 189 Adjust. Load . 521 94 1064 994 2673 3TT1 lbs. SHEAR PLF I USE# OVERTURNING UPLIFT • -·No HD required, by inspection **·See Perforated/ Force-Transfer Shearwall calculation Load Type L Load (plf) Length L (ft.) Load L (lbs.) Total/2: Worst Case 94 30 2822 Wind load ADDITIONAL WIND LOAD Line Load {lbs.) E 955 D 955 E-E 1180 D-E 2415 Total Wind Load = 1 Shear Wall WIND LOAD Load Type R Load (plfj Length R (ft.l Load R (lbs.] 1411 lbs. Offset Factor Adjust. Load 1 955 0.2 191 1 1180 0.25 604 Total Add. load 2929 4340 lbs. Worst Case 94 0 Total Shear length (ft.) 20 lbs. lbs. lbs. lbs. plf plf Capacity = 260 plf fl-ft. #-ft. psf plf plf lbs, ft. fl-ft. #-ft. #-ft. #-ft. #-ft. lbs, lbs. lbs. lbs. lbs. lbs. L-18 .BvR•th> CBC 2306.3 ll~ LOVELACE 1, """ ENGINEERING STRUCTUr:1At.. ENC tNEfR1MC .SERVICC.S BAIG RESIDENCE TNT DESIGN BUILD J2"2470 level Name level# lateral line FLOOR 1 4 Direction A.S. 11/18/2022 Page: WOOD SHEARWALL ANALYSIS & DESJGN 11- Area 2 3 4 SEISMIC LOAD sos = 0.816 p= 1.0 Story load 2.0 SF Factor 2740 I 1.0 Total/2 = Seismic Load psf load (lbs) "'!I 2688 lbs. Load Type L load (pit) Length L (ft.) Load L (lbs.) Total/2 = 1-6 81 33 2657 Wind Load WIND LOAD Load Type R Load (plf) Length R (ft.) Load R (lbs.) 2657 lbs. 1 -6 81 33 2657 ADDITIONAL SEISMIC LOAD i:A:::D:D:::IT::i:IO::::N:::A:::l::i:W;i:l:::N:D:L:Oi::A::::0=::;=====:;======1 Load (lbs.) Offset Factor Adjust. load line load (lbs.) Offset Factor Adjust. Load line 6 3416 1.00 3416 6 2452 1.0 2452 2867 1587 8 468 0.26 122 8 625 0.3 163 2867 1587 Total Add. Load 3538 Total Add. Load 2615 Total Seismic load = -6225 lbs. Total Wind load = -5272 ·lbs. SHEAR 1 Segment Total Shear length (ft.) 20 L W H H/L Ratio Load Ratio Load E Adj. load E LoadW Adj.loadW Unit Shear E Unit Shear W OTM E OTMW Wall Weight Wall UDL Unif. DL Concen. DL COL loc. DL Moment DLMom. E DLMom. W Net OTE NetOTW Uplift E Add. Uplift E Uplift W Add. Uplift W Tot. Uplift E Tot. Uplift W HD# 9 0.5 1.00 6225 5272 3766 311 188 Max Shear 56028 47448 7 63 70 26600 12921 15960 43107 31488 2155 1574 2155 1574 l 311 PLF • • No HD required, by Inspection I USE# OVERTURNING UPLIFT 0 • See Perforated/ Force-Transfer Shearwall calculation lbs. lbs. lbs. lbs. plf plf 2 Shear Wall Capacity= 350 plf #-ft. #-ft. psf plf plf lbs. ft. It-ft. II-ft. II-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-19 By R;atlo CBC2306.3 I~ LOVELACE V ENGINEERING STP.V CTU AAL ENCINCERI NG SERV IC::S BAIG RESIDENCE TNT DESIGN BUILD J22470 level Name level II lateral Line FLOOR 1 ·9 Direction MANUFACTURED SHEARWALL ANALYSIS & DESIGN Area SEISMIC LOAD SDS = 0.816 p = 1.0 Story Load 2.0 SF Factor load (lbs) 1 1360 I 1.0 '~11 Load Type L Worst Case 2 Load (plf) 81 3 Length L (ft.) 4 Load L (lbs.) 0 Total/2 = Seismic load 1334 lbs. Total/2= Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD line Load (lbs.) Offset Factor Adjust. load Line Load (lbs.) 8 468 1.00 468 8 625 6 3416 0.36 1230 6 2452 2867 1587 2867 1587 Total Add. Load 1698 Total Seismic Load = 3032 lbs. Total Wind Load = Segment l H Allow. Load E Drift E Allow. LoadW DriftW Load Ratio E load RatioW Shear E ShearW 1 1.5 9 2575 0.4S 323S 0.60 0.50 0.50 1516 1418 SHEAR 2 1.5 9 2575 0.45 3235 0.60 0.50 0.50 1516 1418 ____ ..._ ___ ......, ____________ .._ ____ ..._ ___ _. Max Ratio 0.59 < 1.0 OVERTURNING lbs. in. lbs. in. lbs. lbs. 13643 13643 OTM E #-ft. 12764 12764 OTMW #-ft. 16 16 t--W_a_ll_W_e_ig-:h-t-+------t------t------;------+------tpsf 144 144 Wall UDL plf Unif. DL plf Concen. DL lbs. ffil~~ ~ DL Moment 162 162 II-ft. Dl Mom. E 79 79 #-ft. DL Mom. W 97 97 ff-ft. t---N-e-t .,..OT-,-E--11---l-3_5..,.64--;---l-,3..,.5..,.64,---+-----+-------1,-------f#-ft. Net OT W 12667 12667 #-ft. ~---~------~----------~------------ UPLIFT Uplift E 9043 9043 lbs. Add. Uplift E • lbs. Uplift W 8445 8445 lbs. Add. Uplift W lbs. -----·-•-----· --·---------·-Total Uplift E 9043 9043 lbs. Total Uplift W 8445 8445 lbs. t-"""'!H'!!O~#-~~W'!!S'!'!W'!!'H'!"-~AB!!'l!-+""!'!W'!'!!S'!'!W'!!'H-'!"A'!"B!!'l!-1-----+----~i----... WIND LOAD Load Type R Load (plf} length R (ft.} Load R (lbs.) 13i9 lbs. Offset Factor Adjust. Load 1.00 625 0.36 883 Total Add. load 1508 2837 ·lbs. STIFFNESS Segment Stiffness E 1 2.22 2 2.22 Total 4.44 CAPACITY Segment E 1 1 2 1 II A.S. 11/18/2022 Page: Worst Case 81 33 2657 Stiffness W 1.67 1.67 3.33 w 0 0 L-20 L-21 JOB J2241Q LOVELACE E GI EE ING SHEETNO. __________ OF ______ _ CALCUlATEOBY _______ A_.S_._ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEOBY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone858.535.9111 • fax858.535.1989 • www.lovelaceeng.com SCALE _________________ _ SEISMIC BEAM CALCULATIONS 0 SEISMIC, BEAM (FB-5) OTM (E) = 34161 lb-ft OTM (H) = 26°'11 lb-ft Total Hall Length = 12 ft Seismic. Load = (OTM (E)) I (THL *0.7) = 4061 lb Hind Load = (OTM (H)) I (THL *0.6) = 3141 lb Loads Applied on Seismic. Beam, E= 4061 lb H = 3141 lb □SEISMIC BEAM (FB-2) 0TM (E) = 4169 lb-ft 0TM (W) = 1640 lb-ft Total Hall Length = 4 ft Selsmlc.. Load = (OTM (E)) I (THL *0.7) = 14B9 lb H ind Load = (OTM (H)) I (THL *Ob) = 3184 lb Loads Applied on Seismic. Beam, E= 1489 lb H = 3184 lb L-25 LOVELACE JOB _____ .... _ -· -···· ____________ _ SHEET NO. OF ________ _ CALCULATED BY ________ _ DATE _______ _ STRUCTURAL ENGINEERI NG SERV I CES CHECKED BY DATE _______ _ SCALE _____________ _ "P=-z.o~ ... M = 20..:, • ( 41 -z.") .... f>c./oc. 11:,. 1,.J i L.j1.." JAAX n PRnnltr.T?l\7 ~ LOVEL/\C s:8AIGRESIDENCE ENGINEER IN ;NT DESIGN BULLO STPUCTUAA L :NC IN::EA l'\:C SE.f)VICES 122470 Level Name Level# Lateral Line FLOOR 1 Direction SEISMIC BEAM REACTIONS II I FB-5 I Unfactored Reactions Left Right D 4980 11170 L 5170 15520 E 2660 -3130 Factored Reactions Combination Left Right 5 10203.9152 6968.5608 6 12775.4364 19658.9206 8 7074.0848 -51.5608 s 893.9152 17923.5608 6 5792.9364 27875.1706 8 -2235.9152 10903.4392 Maximum Reactions Downforce Uplift I Left 12775.4364 -2235.9152 Right 27875.1706 -51.5608 Unfactored Reactions Left D l E Factored Reactions Combination Left 5 0 6 0 8 0 5 0 6 0 8 0 Maximum Reactions Downforce Uplift Left 0 0 Right Right 0 0 0 0 0 0 Right 0 0 ASCE 7 12.4.3.2 FB-2 I Unfactored Reactions Left Right D 1770 1940 L 3410 4050 E 1000 -1000 Factored Reactions Combination left Right 5 3722.2048 411.6256" 6 5791.6536 3831.2192 8 2609.7952 -807.6256 5 222.2048 3911.6256 6 3166.6536 6456.2192 8 -890.2048 2692.3744 Maximum Reactions Left Right Downforce 5791.6536 6456.2192 Uplift -890.2048 -807.6256 Unfactored Reactions D L E Left Factored Reactions Combination Left 5 0 6 0 8 0 5 0 6 0 8 0 Maximum Reactions Left Downforce 0 Uplift 0 Right Right 0 0 0 0 0 0 Right 0 0 A.S. 11/lB/2022. Page: L-23 ov ACE SHEETNQ. ___________ _ CALCULATED av __________ _ DATE ________ _ STAUCTURAL ENGINEEA IN G SEAVIC E S CHECKED BY ___________ _ DATE ________ _ SCALE------------------------- Z. l"i/' .,._( '5 l >l) { 'J,00.·f-") ·$ ,;;..,,,_ tt,1-·.•,,;,... 1€D • --- t t ., , / ''.tt' -.• , .. '.i -~\: ~ ·..:s.-. ,c.-~··-.(" • 1 £...1 ~ iP 0<> 1,..,-r'.) f,..J I 3/t1 . .1 •• l I 1·1 (. I<::. I -----,.---l. •.-.. -.. ---~= ) ·r i ' t ,-,. ;> fv1 ::: ( I ;;, I I)'( l ") -::-~:, li t> If-! , t' ) ( ( 1-C--,. ', ) ,;__(<'_•(.,:_ II /4 / <t .,.. rt-/:? ,, ~ 1, l \, >t I j giJ_ 1(<-'j ~• _ ll °1-" t t,. I • c:; F .'-' ,.4 fl, . T";ii ~;it ,-"1 ·""--·, ...... ''" TBv<;. •s: wo~•-• r's. 1;-, r•<.~f':l, l'I. ·•~.,{ ,, ; ,1-., _( '-::... '1 ~,.,., r· c..~ 2 11..~c, ,, •1-... 0 • l-(1.,j C• •• " C t. ,I-;, J ,O ) / (,,_ 1 l \-' ,.·.,,t.y J \ \ f.,-1f / f(\!:t:JL:• I'.\/ 'I I I " ';,-. i' LOVE , I I .. '1 ACE STRUCTURAL ENGINEERING SERVICES I /-zj cp t.. 1\ c;:.., .Sc ¢f:= -' J -,f'<-u . .o>"'-1 ==-"? 7" 5" :#, / 11-...i ,:-,-c 1~-P L-24 JOB _______________________ _ SHEET NO. ___________ _ OF ________ _ CALCULATED BY _________ _ DATE ________ _ CHECKED BY __________ _ DATE ________ _ SCALE------------------------ .j--. Q I {,/_<;.e" : (2-) 1/7..,'' c{> >" ? 11 ,·.-~"·'&, Lt-lcc"l S:c.~ , ... _,. (.,., ,-..., ) ~--P~ ,,.,_.--n, e>P-A-TrA·.c .-f_!: ''':_""' .C6:: :_:.::_'~-% ""'1'<-x) .-.. LOVELACE JOB _. "" SHEET NO. F-1 E GI NEERING AS. CALCULATED BY STRUCTURAL ENGINEER ING SERVICES CHECKED BY 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE FOUNDATION DESIGN ALLOHABLE BEARING PRESSURE, q= 1500 PSF (PER DESIGN CRITERIA) CONTlt,llOUS PERIMETER t 6EA-R1Ne ~ FOOTtN6S: LOCATION, MAX CONTINUOUS FOOTING W1 = MAX LOAD = 1815 PLF HIDTH REQ'D= (H,/q x 12) = l&11f'soo x 12 = 15 IN jUSE, 15 II HIDE X 18 II DEEP HITH 2 # 4 TOP 4 BOTTOM l LOCATION: H,= = PLF HIDTH REQ'D= (H1/q x 12) = = IN !USE, II WIDE X II DEEP HITH TOP 4 BOTTOM I LOCATION: H,= = PLF WIDTH i<EQ'D= (W1/q x 12) = = IN jUSE: "WIDE X II DEEP WITH # TOP 4 BOTTOM I OF DATE DATE ISOLATED SPREAD FOOTIN65: ( 2-STORY CONT. FTG. POINT LOADS ) MA-RK,iE.=12_ P= CONT. FTG. CAPACITY (MIDWALU Areq'd = P/q x 144= 56.25.tsaa x 144 USE: IZI PER PAD FOOTING SCHEDULE = 5625 LBS = 540 SQ IN ~;;t:~ G-~-!2__,;~=~ .... :-:-=-~.;.._:_l:_,__:4..e...:-:-:-A-L_L_) _____ :_33_2_l!_'_~IN m;::~y] MARK: (f-3) 15"x21"=315fn2 P= 18" x 18" x 18" DEEP PAD FTG. CAPACITY Areq'd = P/q x 144= 3315A'soo x 144 USE: IZI PER PAD FOOTING SCHEDULE = 3315 LBS = 324 SQ IN 18"xl8"=324in2 LOVELACE ENGi EERI G ST R U CTU R A L E NG INEE RI N G S E RV I C ES 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 JOB __________________ _ F-2 SHEET NO. __________ OF ______ _ CALCULATED BY _______ A_.S_._ DATE _____ _ CHECKEDBY __________ DATE _____ _ phone 858.535.911 1 • fax 858.535.1 989 • www.lovelaceeng.com SCALE _________________ _ FOUNDATION DESIGN ALLOWABLE BEARIN6 PRESSURE, q= 1500 PSF (PER DESl6N CRITERIA) I50LA TED SPREAD FOOTIN65: MARK, (F-4) P= 2411 x 24" SG. PAD FTG. CAPAGITY = 6000 LBS Areq'd = P/q x 144= _60_00.....,¾,-50_0 ~x-'----'-I4..,_4~ ________ =_5_"1_6_SQ IN 24"x24"=516in2 USE, ~ PER PAD FOOTIN6 SCHEDULE MARK, (F-5) P= 3011 x 30" SQ. PAD FTG. CAPACITY = Cf3"15 LBS Areq:d = P/q x 144= _"l_:3_J~~s~a-o~x~l~4~4 _________ = _Cf_0_0 _SQ IN 30"x30"='l001n2 USE: ~ PER PAD FOOTING SCHEDULE MARK, (F-6) P= :3611 x 3611 SQ. PAD FTG. CAPACITY = 13500 LBS Areq'd = P/q x 144= _1_35_0-'9f,_s_o_o~x~l4-'-4~ ________ =_12_6_Cf_SQ IN 36"x36"=12'l61n2 USE, @) PER PAD FOOTING SCHEDULE MARK, (F-1) P= 4211 x 42" SG. PAD FTG. CAPACITY = 18315 LBS Areq'd = P/q x 144= _1_8315__,_,%~so .... o........,_,X'-l,_44'---'-________ =_1_1_6_4_SQ IN 42"x42"=1164in2 USE, (£1 PER PAD FOOTING SCHEDULE MA"RK, (F -8) P= 48" x 48" SG. PAD FTG. CAPACITY =24-000LBS Areq'd = P/q x 144= _240 __ oa~¾i-sa~a~x~l4~4~ _______ =_2_3_0_4SQ IN 4B"x48"=2304in2 USE: ([] PER PAD FOOTIN6 SCHEDULE Project Title: Engineer: BAIG RESIDENCE A.S. V-31 /wood Beam Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project ID: Project Descr: LIC#: KW-06013959, Build:20.21.11.30 Lovelace Engineering, Inc. DESCRIPTION: (E) BEAM 1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties J22470 Project FIie: J22470.ec6 (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design -Load Combination : ASCE 7-16 Fb + Fb- 1350psi 1350 psi 925psi 625psl 170 psi 675 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing J Douglas Fir-Larch No.1 Completely Unbraced Fc • Prll Fe -Perp Fv Ft 00.128 • 0 0.1875 Lr!0.15 0(0.1125 Lr 0.09 Span= 11.50 ft Ebend-xx 1600ksi Eminbend -xx 580 ksi Density 31.21 pcf V V 1 ·-----------------------------------------__ I --- Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, Lr= 0.020 ksf, Tributary Width= 4.50 ft, (ROOF) Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 7.50 ft, (ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width= 8.0 ft, (EXT. WALL) DESIGN SUMMARY !Maximum Bending Stress Ratio 1 • • Section used for this span 1 fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.658 1 6x12· 1,093.09psi 1,661 .90psi +D+Lr 5.750ft Span# 1 0.085 in Ratio = 0 in Ratio== 0.237 in Ratio == 0 in Ratio = Maximum Shear Stress Ratio Section used-for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1620>=360 0<360 582>=240 0 <240 Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Load Combination l'v'lax S!ress Ral1os Momeni 'values Segment Length Span# M V Cd CFN C j Cr Cm C t CL M fb DOnly Length = 11.50 ft 1 0.582 0.381 0.90 1.000 1.00 1.00 1.00 1.00 0.99 7.08 700.36 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 Length = 11 .50 ft t 0.658 0.429 1.25 1.000 1.00 1.00 1.00 t.00 0.98 11.04 1,093.09 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.98 Length = 11 .50 ft 1 0.599 0.390 1.25 1.000 1.00 1.00 1.00 1.00 0.98 10.05 994.91 +0.600 1.000 1.00 1.00 1.00 1.00 0.98 Length = 11 .50 ft 1 0.199 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.25 420.22 Overall Maximum Deflections Load Combination Span Max."." Def! Location in Span Load Combination +D+Lr 1 0.2371 5.792 = = = = = F'b 0.00 1202.65 0.00 1661.90 0.00 1661.90 0.00 2114.75 •JMM,C-H V 0.00 2.46 0.00 3.84 0.00 3.50 0.00 1.48 0.429 : 1 6x12 91 .09 psi 212.50 psi +D+Lr 0.000ft Span# 1 Sfiear 'values fv F'v 0.00 0.00 58.36 153.00 0.00 0.00 91.09 212.50 0.00 0.00 82.91 212.50 0.00 0.00 35.02 272.00 Max."+" Def! Location in Span 0.0000 0.000 I Wood Beam Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 UC#: KW-06013959, Build:20.21.11.30 DESCRIPTION: (E) BEAM i Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. BAfG RESIDENCE A.S. J22470 V-32 Project File: J22470.ec6 {c) ENERCALC INC 1983-2021 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAX1mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 3.841 3.841 1.380 1.380· 2.461 2.461 3.841 3.841 3.496 3.496 1.477 1.477 1.380 1.380 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP CB CBR2022-4630 E-29 SW - STORM WATER POLLUTION PREVENTION NOTES BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE BMPs Control BMPs Management BMPs Pollution Control BMPs AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION C: OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN C: C: 0 --0 0 :.::; C: C: "Cl :.::; :.::; C, 0 C1) "Cl C1) ,:, IS EMINENT. Cl) C: u u C: C: C, E C E C: -0 ::, ::, 0 ,5 ·c: .9-0 0 -0 E QJ ... ... :.::; ... >, QJ C1) THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION ::::lE "Cl Cl) 0, ... --C: "-::, C, en 2. C: C1) ... C: C1) E Cl) Cl) Cl) 0 ·;:: cr ... 0 C: QJ C, a. Cl) ·c: C: Cl) C: > ... w QJ 0 0 -Best Management Practice* ~ .5 Ocj 0 (Il ·o. ... 0 C1) 0 ... (!) C1) .::: C: :;:; 3::..., Cl) CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION Cl) :ii: U) ... C1) 0 C u ... u QJ -v Ql 0 -o-..c. .5 ._ E U) i "Cl U) ::::E C: C1) C: C: 3:: C: (BMP) Description ➔ U) u QJ V'l QJ .!!! C, C1) O> (Il ·a c: O"I C: "Cl (/) C Cl :::::, QJ +'C1) Cl) C1) C1) OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING C1) "5 ~ C1) 0 0 0 :I= C: ... 0 ~~ "Cl >, 0 Cl) C: C 0 O> > ~ E ::, E QJ E ... u -0 ~ :.::; C: 0 (Il V') ·-O> Cl·-u QJ Co QJ RAINFALL. ::::lE Cl c, 0 C C1) a:: E 0 -N Cll ~ 0 u c,+:: QJ ~.5 c v c 'o. .,__ 3:: QJ 0 C1) -Q) X ..c: g QJ ..... ::, ..0 E~ '-= U) '-= :I= .... -JS ·-C, ·;: a.. 0 C') "Cl O> QJ 0, QJ ,:, C1) u... E .x ... 1 C1) ::, ·-Q) ·-,:, Cll"u CO u C: ... 0 .x ... "Cl 0 ao be -u ,:, ........ ..0 ... ..0 0 -~i 0 ·-0 cu ... 2 u --0 0 -·-a. ,5 C1) C1) C1) u C: -0 -..... 0 =C '5 § N C: C C: THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION ... 0 0 .... 0 00 0 C, .Eo .c QJ 0 3. Q) 0 0 ... !75 C1) ..c. ..0 ... ~o 0 -... in ..5 0 ... 0 QJ_ o...., 0 -a. 0 oo oo (!) 3:: WO tii V') (...) ~ (!) V>> (/) (/) a.. (/) a::: 3:: a.. a..o a.. >u :::!! (/) :::!! (/) V'lU (/) ::::lE :::r: ::::E U::::!E CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR CASQA Designation ➔ r--co 0, -"<t-co 0 N I"') r--co ..-N I"') "<t-I.() IC> 00 -..-I"') IO IC> r---..-..- I I I I I I I I I I I I I I I I I I I I I I I I I UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. u (..) u (..) w w w w w w w w I= I= V') (/) (/) (/) j j i i i i i Construction Activity w w w w (/) (/) (/) (/) (/) (/) (/) (/) z z z z 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE Grading/Soil Disturbance AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) x Trenchina/Excavation X X DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT Stockpiling ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER Drillina/Borina EACH RAINFALL. Concrete/ Asphalt Sowcuttina 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM Concrete Flatwork x Paving X X AGGREGATE. Conduit/Pioe Installation 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER x Stucco/Mortar Work X PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST x Waste Disposal X X BE INSTALLED ANO MAINTAINED. x Staging/Lay Down Area X X Eauioment Maintenance and Fuelina 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER Hazardous Substance Use/Storaae THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED Dewotering TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY Site Access Across Dirt REGULATIONS. Other (list): Instructions: 1. Check the box to the left of all applicable construction activity ( first column) expected to occur during construction. 2. Located along the top of the BMP Tobie is a list of BMP's with it's corresllonding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check he box where the chosen activity row intersects with the BMP column. 3. 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 CONSTRUCTION PROJECT INFORMATION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID Site Address: J.Q ;-; c.1:idnvtd= .Ave,, THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. Assessor's Parcel Number: J05-J-..~t'-I:1-00 COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES EROSION CONTROL PLAN. Emergency Contact: To...mtLri . UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED Nome: Avner- BY THE CITY OF CARLSBAD. 24 Hour Phone: Zftz.a-ii9-5ll-45 Samuel Duron OWNER(S)/OWNER'S AGENT NAME (PRINT) Construction Threat to Storm Water Quality S~Vt,MA11,, 3/22/2023 (Check Box) OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) DATE 0 MEDIUM ~LOW E-29 Page 1 of 1 REV 02/16 ,. ( City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of pennits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. ropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor fami li ith Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater ce certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ..,...,....,.""' Lgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required , or~ance, check NIA and provide an explanation or code section describing the exception. "--'' Details on CAP ordinance requirements are available at each section by clicking on the municipal code li nk provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections . .... ,.-,,....,.,.......,.,,.,,,...-,...,..........,..,,--,-...,......,-,-..,,,,.,-.,,.-----,------,,-----,------------,---,--,-----,----:--::-----, Project Name/Building Permit No.: Appficationlnformation Property AddresS/APN: 2055 Chestnut Ave Carlsbad CA 92008 Applicant Name/Co.: Samuel Duron, TNT Design & Build Applicant Address: 3142 Tiger Run Ct #108 Carlsbad, CA 92010 Contact Phone: 760 975 4869 Contact Email: samuel@tntdnb.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Applicant Signature: B-50 Contact Phone: 760 975 4869 Contact Email: s~ DU/1.,(J"}'f.,, Date: 12/13/2022 Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Va luation (BPV) $ breakdown_l_0_3'-,1_2_5_.6_2 ___ _ Construction Type I!] Residential □ New construction ' I ~ Additions Jnd alterations: □ BPV < $60,000 ~ BPV ~ $60,000 □ Electrical service panel upgrade only □ BPV ~ $200,000 D Nonresidential □ New construction □ Alterations: □ BPV ~ $200,000 or additions~ 1,000 square feet □ BPV 2: $1,000,000 □ ~ 2,000 sq. ft. new roof addition Checklist Item Complete Section(s) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 18, 28, *Includes detached, newly constructed ADU 4A*, 38,4A N/A N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B,4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1B, 2B, 3B, 4B and 5 18, 5 1B,2B,5 Building alterations of~ 75% existing gross floor area 2B,5 1 B also applies if BPV ~ $200,000 Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. Ii] Residential addition or alteration 2:$60,000 building permitvaluation. □ N/A __________ _ Details of selection chosen below must be placed on the plans referencing CM C 18.30.190. □ Exception: Home energy score?: 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option : □ Ductsealing □ Attic insulation □Cool roof □ Attic insulation □ 1978 andlater Select one option: □ Lighting package □ Water heating Package l!!!J Between1978and 1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ 1992 and later Select one option: □ Lighting package □ Water heating package U pdatcd 4/16/202 l 3 B. D Nonresidential* new construction or alterations~ $200,000 building permit valuation, or additions~ 1,000 square feet. See CMC 18.21.155and CALGreen AppendixA5 D N/A AS.203.1.1 Choose one: 0 .1 Outdoorlighting D .2 Restaurant service water heating (CEC 140.5) D .3 Warehouse dock seal doors. D .4 Daylight design PAFs D .5 Exhaust air heat recovery □ N/A A5.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (Projects with indoorlightingANDmechanical) □ N/A A5.211.1...,.. D On-site renewable energy: D N/A AS.211.3,... □Green power: (If offered by local utility provider, 50% minimum renewable sources) □ NIA A5.212.1 D Elevators and escalators: (Project with more than one elevatorortwo escalators) □ N/A A5.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) □ N/A _________ _ * Includes hotels/motels and high-rise residential buildings * For alterations~$ 1,000,000 BPV and affecting> 75% existing grossfloorarea. OR alterationsthatadd 2,000 sq uarefeetofnew roof addition: comply with CMC 18.30.130 (section 2B below) instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use addifional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) I 1,000 + (1 .15 x #d.u.) *Fonnula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception D □ D D B. 0 Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~,000 square feet Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA}Method GFA: D If< 10,000s.f. Enter:5kWdc Min. System Size: D If~ 1 O,OOOs.f. calculate: 15 kW de x (GFA/10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/ I 6/2021 4 D Time-Dependent Valuation Method AnnualTDV Energyuse:*** ______ x .80= Min. system size: ______ kWdc ...... Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. D For systems serving individual dwelling units choose one system: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (h igh-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: □ .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy D Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: It may be necessary to supplement the co mpleted 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. Updated 4/ 16/21 5 4. Electric Vehicle Charging A ~ Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. ~ One and two-family residential dwelling or townhouse with attached garage: □ One EVSE Ready parking space required □Exception: No electrical panel upgrade □ Multi-family residential· □ Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) I Installed (50% ofEVSE) Other "Ready" I Other "Capable" I I Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are: (1 )for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation~$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significantsite work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. 'ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) □ Exception: _____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 □ 76-100 9 5 D 101-150 12 6 D 151-200 17 9 D 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearestwholenumber) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4i l 6/2021 6 5. □Transportation Demand Management (TDM): 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 yoursubmitted plans to determinewhetherornoryourpermit requires a TDM plan. lfTDM isapplicableto your permit, staff will contact the applicantto develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 , Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10thEdition 13 11 4.5 3.5 3 2 For all office uses, use SAN DAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample caicy!atjons; Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. ApplicantSignature: Date: 1211312022 Person other than Applicant to be contacted for TOM compliance (if applicable): Name(Printed):. __________________ _ Phone Number:. _____ _ Email Address: ____________________ _ Updated 4/ l 6/202 1 7 Building Permit Finaled Revision Permit Print Date: 09/10/2024 Job Address: 2055 CHESTNUT AVE, CARLSBAD, CA 92008-2716 Permit No: Status: (city of Carlsbad PREV2024-0026 Closed -Finaled Permit Type: BLDG-Permit Revision Work Cla ss: Residential Permit Revision Parcel II: 2052603400 Track #: Valuation: $0.00 Lot#: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check #: Description: BAIG: INTERIOR CHANGE TO REMODELED GUEST BEDROOM Applicant: TNT DESIGN AND BUILD INC SAMUEL DU RON 3142 TIGER RUN CT, # 108 CARLSBAD, CA 92010-6706 FEE BUILDING PLAN CHECK REVISION ADMIN FEE THIRD PARTY REVIEW -Consultant Cost (BLDG) Property Owner: CO-OWNERS NABIL BAIG AND AMINA LODHI 2055 CHESTNUT AVE CARLSBAD, CA 92008-2716 Total Fees: $155.00 Total Payments To Date: $155.00 Building Division Applied: 02/21/2024 Issued: 03/12/2024 Finaled Close Out: 09/10/2024 Final Inspection: INSPECTOR: Contractor: TNT DESIGN AND BUILD INC 3142 TIGER RUN CT, # STE 108 CARLSBAD, CA 92010-6693 (760) 363-5584 Balance Due: AMOUNT $35.00 $120.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ... ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 (byCityStaffJ Development Services Building Division 1635 Faraday Avenue 442-339-2719 www .ca rlsbad ca .gov Original Plan Check Number Cl3" 'J.,(J.:n..,,-4~ 3 CJ a.:.P.:.:la;:,:,n.:..R:.:,:e;;.:v:.:,;is:.:,:io:::.:,n.:..:..:N~u.:..:,m.:.::b~e:.:..r~~~=~~~==.11 Project Address l0 55 Chdtu1A: A:vt,, l4rt5fo'ld , U , J..O 0$ r , General Scope of Revision/Deferred Submittal: t~ftrior CkJA111,J&, tz? V't,l'lf/JJe/eJ g,i1e ~ f3 t-J(o(J~ CONTACT INFORMATION: Name S~u1MA.IA fJ<A,Y-ti1, Phone 1'-C 1/75 4~k9 Address 3 l 4 J.. T iJA,t' R l,{ n &r •taz Email Address .5t\Y)].Ut, l @J,vrltli (. LJ) WI Fax.,__ _______ _ Zip <fJ.0 0 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 51 Plans D Calculations D Soils D Energy D Other 2. Describe revisions in detail 4. Does this revision, in any way, alter the exterior of the project? OYes 5. Does this revision add ANY new floor area(s)? Oves 6. Does this revision affect any fire related issues? Oves 7. Is this a full set replacement (all sheets)? Oves £S'Signature~,-€)~~~------------Date 3. List page/s) where each revision is shown A . A-4.0 l-0 ~ A-l-I (ljNo ~ No No [ll' No L/J..0/lQ}A l63s Faraday Avenue, Carlsbad, CA 92008 .etr 760-602-2719 fax: 760-602-8558 !sil!!i"-lli..!,<""-'--"'-~===~ www.carlsbadca.gov True North COMPLIANCE SERVICES February 29, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Pennit No: PREV2024-0026 True North No.: 24-018-157 Carlsbad, CA 92008 Plan Review: Remodel and Addition to SFR Address: 2055 Chestnut Ave Applicant Name: Samuel Duron Applicant Email: samuel@gmail.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: NI A Type of Construction: V-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): Remodel: 1214 sq. ft. Deck: 206 sq-ft Garage: 249 sq-ft The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: l. Drawings: Electronic copy dated January 15, 2024, by TNT Design & Build. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i .. e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562. 733.8030