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HomeMy WebLinkAbout245 ACACIA AVE; ; PC2022-0026; PermitBuilding Permit Finaled Plan Check Permit Print Date: 08/21/2024 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 245 ACACIA AVE, BLDG-Plan Check 2042400800 $0.00 CARLSBAD, CA 92008-3206 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Project Title: ACACIA BEACH HOMES Residential DEV2021-0145 Permit No: Status: {cityof Carlsbad PC2022-0026 Closed -Finaled Applied: 06/17/2022 Issued: 08/28/2023 Finaled Close Out: 08/21/2024 Final Inspection: INSPECTOR: Description: ACACIA BEACH HOMES: CONSTRUCT 3 DETACHED CONDO UNITS 3 SLOGS/ 2 UNIT TYPES Applicant: STEPHEN DALTON ARCHITECTS 444 S CEDROS AVE, # STE 190 SOLANA BEACH, CA 92075-1921 (858) 792-5906 FEE BUILDING PLAN CHECK FIRE R-3 Townhomes New SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $4,185.50 Building Division Property Owner: RREG INVESTMENTS SERIES LLC 5315 AVENI DA ENCINAS, # 200 CARLSBAD, CA 92008-4385 (714) 724-5647 Total Payments To Date: $4,185.50 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $2,032.50 $1,792.00 $292.00 $69.00 $0.00 Page 1 of 1 ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check Est. Value PC Deposit Date Job Address 245 ACACIA Unit: APN: 204-240-08-00 ------------------------- CT /Project#: PC2022-0026 Lot #:_1_-3 ___ Year Built: _________ _ BRIEF DESCRIPTION OF WORK: construction of 3 new 3-story detached condominium homes ~ New SF: Living SF, 7,696 Deck SF, ____ Patio SF, ____ Garage SF 1,445 Is this to create an Accessory Dwelling Unit? O Y o N New Fireplace? (:) YO N, if yes how many? _3 ___ _ D Remodel: _____ SF of affected area Is the area a conversion or change of use? O Y C N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ 0 Solar: ___ KW, ___ Modules, Mounted: ORoof O Ground, Tilt: 0 YON, RMA: 0 YO N, Battery:OYC N, Panel Upgrade: Ov ON Electric Meter number: ------------- 0th er: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: RREG Investments Series LLC Series 1041 Name: RREG Investments Series LLC Series 1041 Address: 5315 Avenida Encinas, Suite 200 Address: 5315 Avenida Encinas, Suite 200 City: Carlsbad State: CA Zip:_9_20_0_8 ___ City: Carlsbad State:_C_A __ .Zip: 92008 Phone: 949-637-3254 Phone: 949-637-3254 Email: kdunn@rincongrp.com Email: kdunn@rincongrp.com DESIGN PROFESSIONAL Name: Stephen Dalton Architects Address: 444 S CEDROS AVE,# 190 City: Solana Beach Phone: (858) 792-5906 State:_C_A __ Zip: 92075 Email: steve@sdarchitects.net Architect State License: .... C.--..1-___ S"_l_.{q._le..._ _____ _ CONTRACTOR OF RECORD Business Name: Rincon Homes Inc Address: 5315 Avenida Encinas, Suite 200 City: Carlsbad State: CA Zip:_9_2_00_8 ____ _ Phone: 949-351-4621 Email: cstclair@rincongrp.com CSLB License#: 1017500 Class: B --------------- Carlsbad Business License# (Required): BLNR008893-12-2020 APPLICANT CERT/FICA TION: I certify that I have read the application and state that the abave information is correct and that the information of the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _s_tu_a_rt_H_a_t_c_h ____ _ DATE: 08/25/2023 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 THIS 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: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is inf ul/ force and effect. I also affirm under penal tyof perjury one of the following declarations (CHOOSE ONE): DI 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. PolicyNo. __________________________________________ _ -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: _s_1a_1e_Co_m_p_e_nsa_lio_n_1_ns_u_ra_n_ce_f_un_d ____________ _ Policy No. 91112as Expiration Date: _1_12_1_12_02_4 _____________ _ -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 shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. 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 site 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): Stuart Hatch SIGNATURE: StzLa,d:-t( a:t:cA, DATE: 8/25/2023 Note: If the person signing above is an authorized agent for the contractor rovide a letter of authorization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D 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- GI, 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- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D 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 or at the following Web site: http: I lwww.leginfo.ca.gov/ ca/aw. html. OWNER CERTIFICATION: 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 site 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 e:xistence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the erson si nin above is an authorized a ent for the ro ert owner include form 8-62 si ned b ro ert owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04/22 GEOTECHNICAL I ENVIRONMENTAL I M•-OAUR~~~~~a~~e~8A -SD DA TE: l5 A<Xa ·t._:s-A LJ G NAME: ~c,µ,,a~ 2 9 2023 HOURS: REP OT Gl!OTEK FIELD TESTING REPORT CLIEN~~<'.IV'l }{"~ PROJECT_,LA_L_P.._~_'-_J:::..~-:;_~-;_►~:;__ __ B_U_IL_D_I_N_::;_G D/V/SR§NfION ~:,;~pt) ~ SUPT. ____________ CONTRACTOR __:::]..,__.__ ___________________ _ EQUIPMENT: -----------:---------------------------- Cc,~¢~ ✓--fi!-f£5JVJe, ce '112.p1veµ__s SUBJECT/ TESTING OF: Test Elev. OpUmum Field Dry MH ¾ Relative Pau or Location Moisture D,nslty Soil Type -;. Required No. Depth Molsture •10 Density Compaction ~ --Content 0/4 p.c.f. ,au ---I I :::> I ---1 I / ,.._ -------------~ ./ -✓ ./ _/ / / / /' -------TEST TYPE: Nuclear Guage Test (unless otherwise noted in the Comments Section) COMMENTS: \ : J' 7 (: .. ~ \' ," J .• ..,, ' --, , ·' -\I~ ..,.... 'Fe.ob 5C-'\£....-ft'--~ -rf-l..f. {'fl~~ uf <n,\J:-./!.~~\A-P..~J;-?f!,,<lf}-(:1 ~'V'J S::>-~ -~6' IW"\ i '::,<K.dt,N ~ to ·f3 ¢ P,11-W'-1 Ul'V 'I I~ C, 2:, / N 1 ·-So it-5tr'vlLS /u,f:&LJ ·rz 15£ CJ,,:&,br-1 Up _p.).3fb£.. ~d'T"/v-J ~ 5 ~ LA id Dex,.iJ, SUPERINTEDENT: COMPANY: Revised 05-01-2019 GeoTek, Inc. By: Page of True Nortl1 CO MPLIANCE SERVICES November 22, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Pennit No: PC2022-0026 True North No.: 22-018-039 Carlsbad, CA 92008 Plan Review: (3) SFD Address: 245 Acacia Ave, Carlsbad, CA Applicant Name: Stephen Dalton Architect, Patrick Kornman Applicant Email: patrick@sdarchitects.net OCCUPANCY AND BlJil,DING SUMMARY: Occupancy Groups: R-3/U Occupant Load: 13 occupants per SFD (200 OLF) Type of Construction: V-A Sprinklers: Yes Stories: 3 Area of Work (sq. ft.): 9,141 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: 1. 2. 3. 4. 5. Drawings: Electronic copy dated November I 0, 2022, by SDA Architects. Structural Calculations: Electronic copy dated August 5, 2022, by Gouvis Engineering. Energy Document: Electronic copy dated August 18, 2022, by Gouvis Engineering. Geotechnical Report: Electronic copy dated June 21 , 2022, by Hetherington Engineering, Inc. Geotechnical Letter: Electronic copy dated September 7, 2022, by Geotek, Inc. 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. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562. 733.8030 Sincerely, True North Compliance Services Review By: Areli Sanchez -Plan Review Engineer Transmittal Letter September 19, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: 3 New SFD Address: 245 Acacia Ave, Carlsbad CA Trt1e North COMPLIANCE SERVICES SECOND REVIEW City Pennit No: PC2022-0026 True North No.: 22-018-039 Applicant Name: Stephen Dalton Architect, Patrick Kornman Applicant Email: patrick@sdarchitects.net True North Compliance Services, Inc. has completed the second review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: Electronic copy dated September 7, 2022, by Stephen Dalton Architects. 2. Structural Calculations: Electronic copy dated August 5, 2022, by Gouvis Engineering Consulting Group, Inc 3. Energy Document: Electronic copy dated August 18, 2022, by Gouvis Engineering Consulting Group, Inc. 4. Geotechnical Report: Electronic copy dated June 21 , 2021, by Hetherington Engineering, Inc. Attn: Permit Technician, the plans have been reviewed for coordination with the permit application. See below for additional information: Valuation: Scope of Work: Floor Area: See Notes Below Confirmed Confirmed Notes: No Valuation provided. 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: Areli Sanchez -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562. 733.8030 3 New Condo/SFD 245 Acacia Avenue September 19, 2022 RESUBMITTAL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FIRST REVIEW City Penn it No.: PC2022-0026 True North No.: 22-018-039 Page2 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 2019 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 IBC, UMC, UPC, and 2017 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. Please 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. l and CBPC 673 5. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3/U 13 occupants per SFD (200 OLF) V-A Yes 3 9,141 sq. ft. ARCHITECTURAL COMMENTS: A4. Separation is required between the dwelling and the garage. The following comment apply: a) Openings shall comply with the following: i) Specify openings between the garage and the residence to be as follows per CRC R302.5.1 : (1) And equipped self-closing and self-latching devices. PC2: Sheet A7-l: Revise door schedule notes to specify self-latching in addition to being self-closing. July 5, 2022 City of Carlsbad Community Development Depa1tment -Building Division 50 l Primrose Road Carlsbad, CA 940 I 0 Plan Review: 3 New Condos Address: 245 Acacia Ave., Carlsbad CA Applicant Name: Stephen Dalton Architects, Patrick Kornman Applicant Email: pattick@sdarchitects.net Attn: Building Department, 11L1e N ortl1 COMPLIANCE SERVtC tS FlRST REVIEW C ity Permit No: PC2022-0026 True North No.: 22-018-039 True Notth Compliance Services, Inc. has compl eted the first review of the following documents for the project referenced above on bchal fof the City of Carlsbad: l. 2. 3. 4. Drawings: Electronic copy dated June 17, 2022, by Stephen Dalton Architects. Structural Calculations: Electroni c copy dated June l , 2022, by Gouvis Engineering Consulting Group, Inc Energy Document: Electronic copy dated May 25, 2022, by Gouvis Engineering Consulting Group, Inc. Geotechnical Report: Electronic copy dated June 21, 2021, by Hetherington Engineering, Inc. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 201 8 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. Our comments follow on the attached list. RESUBMJTT AL INSTRUCTIONS: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, l635 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. Please call if you have any questions or ifwe can be of further assistance. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562. 733.8030 .. 3 New Condo/SFD 24S Acacia Avenue September 19, 2022 ' ' IT TYPE 8 '""~ '''"" ICWfRllJ .. C()()AOtNA'TrWITl-fHfV-,fOA :>0-M .... ~ftOOC)()fl(QV rf'tOIMfH Jir~f Cl°""° ' ., "°' -.., °"' °"' 000\ , .. ,, -- ACCESSIBILITY COMMENTS: No comments. MECHANICAL COMMENTS: No comments. ELECTRICAL COMMENTS: No comments. PLUMBING COMMENTS: No comments. GREEN BUILDING COMMENTS: No comments. I w ,. :to '. t. '0 ., 0 .. ,. ENERGY COMPLIANCE COMMENTS: No comments. STRUCTURAL COMMENTS: bill "' •. , ... .. •• ... ···• ,. .. . . ' , D City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0026 True North No.: 22-018-039 Page3 ' • DOOR SCHEDULE UNIT TYPE A !VI'( ..,.,. H()lf& '"" 0 \),& tfMPfHfV 01H r.USH oOOflO.~rr wm-t rtrvAr<>n 0 1 , .. 0 l)A I} I],& IOU N"A~l DOOOAlOUIPP'lOV,, l1tlU.f CU)5NG JI C IH / . IIM..I-U.1CHINO 0, , .. ,, .... Sl. Submit a letter from the geotechnical engineer confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. Alternatively, the geotechnical engineer may stamp and sign the foundation plan and all sheets containing foundation details. PC2: Please provide, pending approval. If you have any questions regarding the above comments, please contact Areli Sanchez via email arelis@tncservices.com, or telephone (562) 733-8030. [END] 3 New Condos 245 Acacia Ave. July 5, 2022 Sincerely, True North Compliance Services Review By: Areli Sanchez -Plan Review Engineer Plan Review Comments OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: see comments below,U Occupant Load: ??? Type of Construction: V-A Sprinklers: Yes Stories: 3 Arca of Work (sq. ft.): ???? sq. ft. GENERAL INFORMATION: City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0026 True No1th No.: 22-01 8-039 Page 2 A. The following comments are referred to the 20 I 9 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 TBC, UMC, UPC, and 2017 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 I ist 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, specifi cation, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Please be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the covcrsheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. ARCHITECTURAL COMMENTS: A 1. Roof mounted equipment must be screened and roof penetrations should be minimized. City Policy 80-6 A2. Sheet AO-I: Address the following comments: a) Revise the occupancy group for the private garage to U. b) Revise the R occupancy to R-3. These a single family dwelling units. R-2 units will trigger housing accessibility. c) Specify the total area of work in square footage. d) Provide a defe1Ted submittals statement. List out items to be deferred such as solar PV system and fire sprinklers. A3. Project information indicates the structure is Type V-A constru ction. Type V-A construction requires the primary structure, bearing walls, roof, floor, and secondary members to be one hour fire resistive construction. a) Revise the plan to demonstrate compliance per CBC Table 601. 3 New Condos 245 Acacia Ave. July 5, 2022 City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0026 True North No.: 22-018-039 Page 3 b) Provide details of individual encasement of columns and other primary structural framing members per CBC 704.2 and 704.3. c) Provide details with bas is of approval, such as a UL listing, GA File No. or etc. CBC 703. A4. Separation is required between the dwelling and the garage. The fo llowing comment apply: a) Openings shall comply with the following: i) Openings between the garage and bedrooms are not permitted per CRC R302.5. l . ii) Specify openings between the garage and the residence to be as follows per CRC R302.5. l: ( 1) A solid wood door not less than 1-3/8" thickness, (2) Or sol id or honeycomb core steel doors not less than 1-3/8 inch thick, (3) Or 20-minute fire-rated doors. (4) And equipped self-closing and self-latching devices. b) Walls separating the dwelling and attic from th e garage shall be provided with ½" minimum gypsum board applied on the garage side. c) Where habitable rooms occur above the garage, specify the following: i) 5/8" minimum Type X gypsum board on the ceiling. ii) ½" minimum gypsum board on all structures supporting the fl oor/ceiling assemblies. d) Note on plan: Ducts in the garage or penetrating the wall s or ceilings separating the dwelling from the garage shall be constructed of a minimum 26 gage sheet steel or other approved material and shall have no openings into the garage. CRC R302.5.2. AS. Revise the plan to dimension the hallway to have a width of 36" minimum. CRC R3 l 1.6. A6. Specify enclosed usable space under the stairs to be protected with 1/2" gypsum board per CRC R302.7. A 7. Provide manufacturer, ICC ESR number and undcrlayment for new roofing material. A8. Revise the plan to show the location of the attic access. Attic access shall not be less than 22 inches by 30 inches and shall be located in a hallway or other readily accessible location. CRC R807 A9. Specify weep screed to be installed at the base of the stucco siding. Weep screed shall be a minimum of2 inches above concrete slabs and 4 inches above exposed earth. CRC R 703 .6.2.1 A I 0. For the balconies and all other elevated walking surfaces, provide an impervious moisture barrier. a) Provide the manufacturer and ICC ESR number for the moisture barrier. CBC I 07.2.5 b) Show the balconi es sloped to drain a minimum 2%. A 11. For the balconies and all other elevated walking surfaces, provide an impervious moisture barrier. a) Provide the manufacturer and TCC ESR number for the moisture barrier. CBC I 07.2.5 b) Specify method of drainage. c) Specify method of ventilation (i.e. ventilation strips). A 12. Sheet A 7-1: Revise the window schedule to specify opening type, if glass is tempered. A 13. Show comp I iance with emergency escape and rescue openings per CRC R3 I 0. 3 New Condos 245 Acacia Ave. July 5, 2022 ACCESSIBILITY COMMENTS: City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0026 Trne No1th No.: 22-018-039 Page4 DJ . T he scope of work is specified as 3 new single family dwellings. The proposed work appears to be single family dwellings R-3 not R-2. Apartment buildings with 3 or more dwellings shall be required to meet housing accessibility per CBC Chapter 11 A. Additional comments may be generated in resubmittal once th is information is clarified. MECHANICAL COMMENTS: Ml. Provide combustion air to laundry room per CMC 701 .0. M2. Provide an exhaust fan at kitchen with a minimum exhaust rate of 100 cfm per CMC Table 403.7 M3. Note on plans: Exhaust duct termination shall be 3 feet from openings into the building per CMC 502.2. ELECTRICAL COMMENTS: El. Revise the smoke alarm to be located at least 3 feet from the entry door to the bathroom containing a bathtub/shower. CRC R314.3.3. PLUMBING COMMENTS: Pl. Overflow roof drains shall terminate in an area where they will be readily visible and wi ll not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. City Policy 84-35 P2. Provide the following note for the use of recycled water for irrigation: The City of Carl sbad requires the install ation of a "bypass tee and associated bal I valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35). P3. At showers, address the following: a) Specify the shower door to be 22" minimum per CPC408.5. b) Shower door shall open so as to maintain a 22" minimum unobstructed opening for egress per CPC 408.5. c) Specify the shower stall to be 1024 square inches minimum and capable of encompassing a 30" diameter circle. CPC 408.6 d) Show the location of the shower head and control valves. Controls for the showerhead shall be located on the sidewall of the shower compartment so that the showerhead does not discharge directly at the entrance to the compartment per CPC 408.9. P4. Specify shower and tub-shower combinations shall have individual control valves of the pressure balance or the thermostatic mi xing valve type. CPC 41 8.0 PS . Provide the following dimensions on the plan for the water closets per CPC 402.5: a) Side clearances -15" from the centerline of the water closet to the walls b) Front clearance -24" in front of the water c loset. P6. Note on plan the following water-conserving plumbing fixtures: a) Water closet to be 1.28 gallons per flush maximum or dual flush per CPC 4 11 .2. 3 New Condos 245 Acacia Ave. July 5, 2022 City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0026 True No1th No.: 22-0 18-039 Page 5 b) Kitchen faucet to be 1.8 gall ons per minute, maximum, per CPC 407 .2.1 .1. c) Lavatory faucet to be 1.2 gallons per minute, maximw11, per CPC 407.2.1.2. d) Showerheads to be 1.8 ga llons per minute, maximum, per CPC 408.2. GREEN BUILDING COMMENTS: G l. Complete the Waste Management Plan fom1 and incorporate onto the plan set. This form must be completed before plans can be approved. Please find the fonn in the link provided below. https://www.carlsbadca.gov/home/showpubl isheddocument/6709/63 7889967744219 164 G2. Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for CAP compli ance will require a completed Climate Action Plan (CAP) Consistency Checklist (city form B- 50) to be completed by the APPLICANT. a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) The applicant is to fi II out the B-50 CAP Consistency Check I ist. The scope of work and project valuation will determine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. G3. CALGreen mandatory measures are required for residential projects that increases the conditioned space per CGBC 301.1.1. a) Incorporate mandatory measmcs specified in Chapter 4 of the 2019 CGBC onto the plan set or download the mandatory checklist from the following link: https://aiacalifornia.org/calgreen- checklists/ b) Reproduce the residential occupancies application checklist onto the plan sheets. ENERGY COMPLIANCE COMMENTS: Tl. Please register the Certificate of Compliance forms. T2. Please fill out the Responsible Person's Declaration Statement. T3. In the cross section of the building identify the in sulation with the respective R-values at the wall s, attic/ceiling, floors, and etc. per the Title-24 Certificate of Compliance Fonn. T4. Address the following comments: a) Specify all lighting to be high efficacy. CEnergyC 150.0(k) I (A) b) Revise plan to show at least one luminaire in the bathrooms, laundry and garage to be controlled by a vacancy sensor. CEnergyC 150.0(k)2(J) c) Revise plan to show interior lighting fixtures that are not controlled by occupancy or vacancy sensors to be equipped w ith dimming controls. CEnergyC 150.0 (K)(2)(J) d) Revise plans to show exhaust fa n and li ght fixture to be separately switched per CEC 150.0(k)(2)(8). 3 New Condos 245 Acacia Ave. July 5, 2022 City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0026 True North No.: 22-018-039 Page 6 e) For recessed luminaries, specify fixtures to be listed for zero clearance insulation contact (IC) by UL or other nationally recognized testing/rating laborato,y. CEC 150(k)(8) STRUCTURAL COMMENTS: S I. Submit a letter from the geotechnical engineer confirming that th e foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. Alternatively, the geotechnical engineer may stamp and sign the foundation plan and all sheets containing foundation details. S2. Per city policy, nails for shear transfer connection (use of J\35's, etc.) may not be driven parallel to the flanges ofTJI's (i.e., along the sides). Revise applicable detail s to show compliance. S3. Structural observation per Section 1704 is required for this project The engineer of record shall prepare an inspection program, including the name(s) of the individuals or firms who will perform the work. The inspection program shall be shown on th e first sheet of the structural drawings. CBC 1704.6.2 S4. Reproduce/imprint the soil report recommendation (including th e cover page and the page with soil engineer stamp and signature) onto the plan. lfyou have any questions regarding the above comments, please contact Areli Sanchez via email areli s@tncservices.com, or telephone (562) 733-8030. IENDJ ♦ Restrictive Notice: Gouv1sengine ring t,J~PidiJ#£t3,J@f,/,i4ti4:1 '«iii STRUCTURAL CALCULATIONS (A 3 Unit Residential Development) Rincon Acacia Residential Carlsbad, San Diego, CA Gouvis Job No.: 65807 02/21/2023 Developer: Rincon Homes, Inc. OM ON 0 coo ON UJ o-::x::: ,q-~ u <( NM I-,q-UJ 0 0 (') N I-Cf) l) UJ :::> a.. Cl'.'. ~ t, !::: zz 0 :::> w o('.J > en en (.0 <t UJ C) L() N ~o ,q-<t O ....J 0 ::r:: co ...- 'ru :i:~ 0 I N <t u!::: ...- No~z N 0 0 <co :::> N <( 0 Ni.n ua > u ~ <( z w Q.. O 0 0 N <1: o These designs, calculations, and specifications are the exclusive property of Gouvis Engineering Consulting Group. They are the subject of copyright and other legal protection. They may be used only by their intended recipient and only for the project depicted herein. N o part of these calculations are to be copied, transferred, reproduced, nor can they be used, in whole or in part, by any other person or for any other project or structure, without the prior express written consent of Gouvis Engineering Consulting Group. © 2020 Gouvis Engineering Consulting Group Inc. -All Rights Reserved 949.752.1612 15 Studebaker Irvine, CA 92618 www.gouvisgroup.com Dissakorn Eosakul, Director S5226 Exp. Date 6/30/2023 The attached calculations are valid only when bearing original or electronic signature of Dissakorn Eosakul, Hereon. Page 1 of 117 Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Vietnam <O N 0 c;, N N 0 N u D. RfSI RJCTIV£ NPIICf x,i~ GOVVIS [NO•"'[[RING C( ,Nsv, TIN Gll'OU"JNC. A L ll•<"•l'tHi Ml"'-£1'1:V[O SHEAR WALL SCHEDULE 2019 CALIFORNIA BUILDING CODE (1 ), (3) SILL PLATE CONNECTION JOB NO.: 65807 DATE 6/1/2022 SHEAR EDGE FIELD ALLOWABLE 1/4"0x6" 1/4"0x6" FRAMING CLIPS A35's, sos sos PANEL SHEATHING NAILING NAILING SHEAR 16d's SCREWS SCREWS LS50's OR L TP5's TYPE (8) (COMMON) (COMMON) (PLF) SINKER LSL & OF LVL (5), (6) (9) RIM BOARD RIM BOARD & 3/8" APA 8 d's 8 d's 260 (7) rated @6"0.C. @ 12" O.C. / 220 @6"0.C. @ 16" O.C. @ 14" o.c. @24"0.C. & 3/8" APA 8 d's 8 d's I~ @4"0.C. @ 12" O.C. @ 10" O.C. @16"0.C. rated @4"0.C. @ 12" o.c. (4) (2) 0 & 3/8" APA 8 d's 8 d's ~ (10) (10) (10) (10) rated @3"0.C. @ 12" O.C. @3"0.C. @8"0.C. @7"0.C. @ 12" O.C. (4) (2) 0 & 3/8" APA 8 d's 8 d's ~ (10) (10) (10) (10) rated @2"0.C. @ 12" o.c. @2"0.C. @6"0.C. @5"0.C. @10"0.C. (4) (2) 0 & 15/32" APA (10) (10) (10) (10) 10 d's 10 d's 2ROWS rated 870 @5"0.C. @4"0.C. @6"0.C. (4) (2) Structural I @2"0.C. @ 12" O.C. STAGG. @3"0.C. (1) SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. (2) PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED. (3) STUDS ARE SPACED@ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN. (4) PERIODIC SPECIAL INSPECTION IS REQUIRED. (5) USE CLIPS@ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.). (6) USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS. (7) ALLOWABLE SHEAR ARE FOR STUDS SPACED@ 24" O.C. MAX. (8) SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS. (9) NAILING @ 6" O.C. WHEN STUDS ARE SPACED@ 24" O.C. (10) FOR DOUBLE SIDED SHEAR PANELS: a. USE HALF THE SPACING OF SILL PLATE FASTENERS STAGGERED FOR TYPE & . b. USE ONLY 1/4"0x6" SOS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES&&&. c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND SPACING, FOR TYPES&, &&& . REV. 11/14/2018 age o ~ GO UVIS engin . in consulting group, inc. Job :65807 Plan :A Code :2019 CBC PLAN A CALCULATIONS Page 3 of 117 Gouv1s en1in erin consulting group, inc. DESIGN CRITERIA: A. Code: 2019 CBC Wind Exposure: C, Speed = 110mph Seismic Design Category : D, s.= 1.090, S, = 0.400, Sos=0.872, So,=0.507, Rx =6.5, Rv =6.5, Fa =1.2, Fv =1.9 B. Maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better 6X, ax Beams and Headers: No.1 or Better 2X Joists and Rafters: No. 2 or Better Plates and Blocking: Standard Grade or Better Studs: Stud Grade or Better Mud Sills: Pressure Treated Utility Grade or Better Parallam PSL Beams and Headers: Grade 2.0E OF, Fb= 2900 psi(MIN), Fv= 290 psi(MIN) Versa-Lam LVL Beams and Headers: Grade 2.0E, Fb= 2900 psi(MIN), Fv= 285 psi(MIN) TimberStrand LSL Beams and Headers: Grade 1.55E, Fb= 2325 psi(MIN), Fv= 425 psi(MIN) TimberStrand LSL Rim Board and Headers: Grade 1.3E, Fb= 1700 psi(MIN), Fv= 425 psi(MIN) Glu-Lam Beams and Headers: 24F-V4, DF/DF, 1.8E, Fb= 2400(T)/1850(B) psi (MIN), Fv= 265 psi(MIN) Job :65807 Plan :A Code :2019 CBC C. CONVENTIONAL 2-POUR FOUNDATION WITHOUT STRUCTURAL ANALYSIS FOR EXPANSIVE SOIL OR DIFFERENTIAL SETTLEMENT EXTERIOR WALL (WALL_E): INTERIOR WALL (WALL_I): PRIMARY ROOF (ROOF P) Pitch: K = Increase for pitch: 2x10 16" O/C xK Plywood(1/2") xK 5/8" Gyp. Board Cone. Tile xK sprinkler: Solar Panel: Misc: Snow Load: Dead Load: Live Load: PRIMARY FLOOR (FLOOR_P) 11 7 /8" T J 1/210 @ 19 .2" O/C Plywood(3/4") 1/2" Gyp. Board Carpet None Covering sprinkler: Misc: Dead Load: Live Load: 2x10 16" O/C Plywood(3/4") 5/8" Gyp. Board None Covering sprinkler: Misc: Dead Load: Live Load: DECK (DECK) DL = 15 DL = 10 3 1.03/12 3.33 1.60 3.00 10.31 1.00 3.00 0.76 0.00 23.00 20.00 1.75 2.25 2.20 1.00 0.00 1.00 6.80 15.00 40.00 3.23 2.25 3.00 0.00 1.00 5.52 15.00 60.00 Page 4 of 117 Version: 8.4 Gouv1senIinee in Job :65607 Plan :A consulting group, inc. Code : 2019 CBC SHEAR WALL SCHEDULE 2019 CALIFORNIA BUILDING CODE (1 ), (3) rSILL PLATE CONNECTION~ SHEAR EDGE FIELD ALLOWABLE 114"0x6" 114"0x6" FRAMING CLIPS A35's sos sos ' PANEL SHEATHING NAILING NAILING SHEAR 16d's SCREWS SCREWS LS50's OR LTP5's TYPE (8) I (COMMON) (COMMON) (PLF) SINKER LSL & DF LVL (5), (6) h (9) RIM BOARD RIM BOARD ,t 3/8" APA I 8 d's 8 d's 260 ,,,.,,.(7) ~ rated @6" O.C. @ 12" O.C. / 220 @6" O.C. @ 16" O.C. @ 14" O.C. I @24" o.c. 1' 3/8" APA I 8 d's 8 d's 380 ,,-(7) ~ t d @4" o c @ 12" o c / @ 4" O.C. @ 12" O.C.I @ 10" O.C. @ 16" O.C. (4)(2) ra e • • • • / 320 I 1 3/8" APA--+--8-d-'s---<--8-d'-s _..,._ 49-0/'17-)~--(1_0_)1f---(-1-0)-+---{1-0--+) __ @_1_2 .. -0-.C-(1.-0~) ~) rated @3" O.C. @ 12" O.C. / 410 @3" O.C. @8" O.C. @7" O.C. L-C--.C-'--'-+------+--f------;7' ~-r--& 318 .. APA 8 d's 8 d's 640/(7) (10) (1 0)1 (10) (10) (4) (2) rated @2" o.c. @ 12" o.c. I/,,,. 530 @ 2" o.c.l @6" o.c. @ 5" o.c. @ 10" o.c. ~5 I (10) (10)1 (10) ~ 15/32" APA 10 d's 10 d's 2 ROWS (10) @6"0.C. (4) (2) rated @ 2" O.C. @ 12" O.C. 870 STAGG. @ 5" O.C. I @4" O.C. Structural I @ 3,, o.c. 1-----'------"------'-----"-------=-----'----.L-------'--------i I (1) SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. (2) PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED. (3) STUDS ARE SPACED@ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN. (4) PERIODIC SPECIAL INSPECTION IS REQUIRED. (5) USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.). (6) USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS. (7) ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX. (8) SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS. (9) NAILING @ 6" O.C. WHEN STUDS ARE SPACED@ 24" O.C. (10) FOR DOUBLE SIDED SHEAR PANELS: a. USE HALF THE SPACING OF SILL PLATE FASTENERS STAGGERED FOR TYPE & . b. USE ONLY 1/4"0x6" SOS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES&&&. c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES ANO SPACING, FOR TYPES&.&&&. REV. 11/14/2018 Page 5 of 117 I I I I Version: 8.4 Gouv1s enuinee in consulting group, inc. BEAM F1 (JIR): (FIJ)@ OVER LIVING ROOM@ 2nd Floor Loads (Downward +) ROOF_P @ 0.00' (DL= 15, Lr= 13, LL= 0, SN= 0) (P1) WALL_E @ 0.00' (DL= 150, Lr= 0, LL= 0, SN= 0) (P2) FLOOR_P 73 PLF = 2.67' x (15.00+40.00)/2 from 0.00' to 19.50' f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 9561942 6561656 Up 010 010 USE 11 718" TJI 560@ 16.0" O.C. or 11 718" SCI 90-2.0 or 11 7/8" RFPl-90 Critical Shear =678 Critical Moment =2926 LB @ 1.33' V/(F'vx A)=0.331 F'v= 49, A = 41.56 LB-FT @ 10.58' Ml(F'bx S)=0.308 F'b= 1386, S = 82.26 Critical Deflection for TL= -0.273 INCH@ 10.42' s L/360 = 0.608" Critical Deflection for LL = -0.207 INCH@ 10.42' s L/720 = 0.304" Critical Reaction= 656 LB @ 19.50 ft Reaction Ratio = 0.573 BEAM F2 (JIR): (FIJ)@ OVER LIVING ROOM @ 2nd Floor Loads (Downward +) ROOF_P @ 0.00' (DL= 15. Lr= 13. LL= 0, SN= 0) (P1) WALL_E @ 0.00' (OL= 150, Lr= 0, LL= 0, SN= 0) (P2) FLOOR_P 73 PLF = 2.67' x (15.00+40.00)12 from 0.00' to22.75' f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 112511111 725/725 Up 010 010 USE (2) 11 718" T JI 230 @ 16.0" O.C. or (2) 11 718" LPI 36 or (2) 11 7/8" SCI 6500-1.8 or (2) 11 7 /8" RFPl-40 Critical Shear =774 Critical Moment =3583 LB @ 2.33' V/(F'vx A)=0.250 F'v= 57, A= 54.86 LB-FT @ 12.83' M/(F'bx S)=0.425 F'b= 932, S = 108.58 Critical Deflection for TL = -0.384 INCH @ 12.58' s L/360 = 0.683" Critical Deflection for LL = -0.297 INCH @ 12.50' s L/800 = 0.308" Critical Reaction = 725 LB@ 22.75 ft Reaction Ratio = 0.354 Page 6 of 117 Job :65807 Plan :A Code :2019 CBC Pl • 1 ~ 678 1 19.50 TTirno:o:s, G CZQLJJJJj] Shear Diagragm:D + L 2926 e a1]1J]J] I [ I I~ Moment Diagragm:D + L O? <zQJJJJJ 11] I L[L[11Y .0.207 Deflection Diagram: L P2 ' 22.75 774 1 DlD:o:o:cr, u::a <ztJJtQl]] Shear Diagragm:D + L 3583 <O 4IJlI[[ I I l I ~ Moment Diagragm:D + L (D, <tttQQ] I [I llll]JJV' .0.297 Deflection Diagram:L Version: 8.4 Gouv1s enuinee in Job :65807 Plan :A consulting group, inc. Code : 2019 CBC BEAM F3 (J/R): 8 FT DECK JOIST w/Slope to drain= 1/4"/ft@ 2nd Floor .--114"/ft h = 7.31" h = 9.25" ,.,.--------------1 Loads (Downward +) a a DECK 100 PLF = 2.67' x (15.00+60.00)/2 from 0.00' lo 7.75' Reactions (D+Lr+L/Max. Load comb.) Down 388/388 388/388 Up 0/0 0/0 USE 2 x 10 DFL NO2@ 16.0" O.C. Critical Shear =321 Critical Moment =741 LB @ 0.67' 1.5xV/(F' vX A)=0.239 F'v= 180, b = 1.50, h = 7.48 LB-FT @ 3.42' M/(F'b x S)=0.47 F'b= 1139, b = 1.50, h = 8.17 Critical Deflection for TL= -0.073 INCH @ 3.33' s L/360 = 0.258" Critical Deflection for LL = -0.059 INCH @ 3.33' s L/540 = 0.172" Page 7 of 117 7.75 321 ~ Shear Diagragm:D + L 741 41JJJJJI I l I I I IIIITr:tto Moment Diagragm:D + L 'ZQJJJJ] I l 11 Ul]1LL1Y" --0.058 Deflection Diagram:L Version: 8.4 Gouv1s nuine rin consulting group, inc. BEAM 1 : VALLEY BM @ OVER STAIR @ 3rd Floor Loads (Downward +) SELF_WEIGHT 9 plffrom 0.00ft to 8.25ft ROOF_P from 268. 75PLF@ 0.00' to 32.25 PLF@ 8.25' Reactions (D+Lr+L/Max. Load comb.) Down 821/821 495/495 Up 0/0 0/0 USE DFL NO2 4 x 10 (Fb= 900, Fv= 180) Critical Shear =599 LB @ 0.83' 1.5xV/(F' vX A)=0.123 F'v= 225, A = 32.38 Critical Moment =1377 LB-FT@ 3.67' M/(F'bx S)=0.245 F'b= 1350, S = 49.91 Critical Deflection for TL = -0.045 INCH @ 4.00' s L/240 = 0.413" Critical Deflection for LL = -0.020 INCH @ 4.00' s L/480 = 0.206" BEAM 2 : RIDGE BM @ OVER LANDING @ 3rd Floor Loads (Downward +) SELF_WEIGHT 13 p/ffrom 0.00ft to 14.25ft ROOF_P 247 PLF = 11.50' x (23.00+20.00)/2 from 0.00' to 7.25' ROOF_P 247 PLF = 11.50' x (23.00+20.00)/2 from 7.25' to 12.75' ROOF_P 43 PLF = 2.00' x (23.00+20.00)12 from 12. 75' to 14.25' Point from Support 2 of Beam 1@ 12. 75ft. ( 0=282 Lr-213) (Pl) Point from Support 2 of Beam 1@ 12. 75ft, ( 0=282 Lr-213) (P2) + :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 1942/1942 2450/2450 Up 0/0 0/0 USE PARALLAM 3 1/2" x 9 1/4" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-2432 LB@ 13.92' 1.5xV/(F'vx A)=0.316 F'v= 356, A= 32.38 Critical Moment =7249 LB-FT @ 7.50' M/(F'bx S)=0.484 F'b= 3603, S = 49.91 Critical Deflection for TL= -0.582 INCH@ 7.25' s L/240 = 0.713" Critical Deflection for LL = -0.256 INCH @ 7.25' s L/480 = 0.356" Page 8 of 117 Job :65807 Plan :A Code :2019 CBC A 8.25 ~ Shear Oiagragm:D + Lr 1377 4J7JJJI 111 I I~ Moment Oiagragm:D + Lr «cttQQII I.I 11]11111P>' -0.045 Deflection Diagram:O + Lr ' 14.25 12.75 12.75 P2 * ITTrn:n:n:o:.. cs:a:aJ1Q] -2432 Shear Oiagragm:D + Lr 7249 a11l1IIITI 111 11 ~ Moment Diagragm:D + Lr «tJJtUil 11 [ I I ]11111P>' -0.582 Deflection Oiagram:D + Lr Version: 8.4 Gouv1s en inee in consulting group, inc. BEAM 3 : VALLEY BM @ OVER M.BED @ 3rd Floor Loads (Downward +) SELF_WEIGHT 9 plffrom 0.00ft to 10.25ff ROOF_p from 306.375PLF@ 0.00' to 0 PLF@ 10.25' Reactions (D+Lr+L/Max. Load comb.) Down 1093/1093 570/570 Up 0/0 0/0 USE DFL NO2 4 x 10 (Fb= 900, Fv= 180) Critical Shear =840 LB @ 0.83' 1.5xV/(F' vX A)=0.173 F'v= 225, A = 32.38 Critical Moment =2180 LB-FT@ 4.33' M/(F'bx S)=0.388 F°b = 1350, S = 49.91 Critical Deflection for TL = -0.109 INCH @ 5.00' s L/240 = 0.513" Critical Deflection for LL = -0.048 INCH @ 5.00' s L/480 = 0.256" BEAM 4 : RIDGE BM @ OVER M.BED @ 3rd Floor Loads (Downward +) SELF_WE/GHT 19plffrom000ff to 17.25ff ROOF_P ROOF_P 306 PLF = 14.25' x /23.00+20.00)/2 from 0.00' to 9.75' from 306.375PLF@9.75' to0 PLF@ 12.75' Reactions (D+Lr+L/Max. Load comb.) Down 2480/2480 1294/1294 Up 0/0 0/0 USE PARALLAM 5 1/4" x 9 1/4" 2.0E (Fb= 2800, Fv = 285) Critical Shear =2209 LB @ 0.83' 1.5xV/(F' vX A)=0.192 F'v= 356, A= 48.56 Critical Moment =9451 LB-FT @ 7.58' M/(F'bX S)=0.420 F'b= 3603, S = 74.87 Critical Deflection for TL = -0.699 INCH @ 8.33' s L/240 = 0.863" Critical Deflection for LL = -0.300 INCH@ 8.25' s L/480 = 0.431" Page 9 of 117 Job :65807 Plan :A Code :2019 CBC 1 10.25 840 ~ Et!!!l..l]jj_i-'--J1'-LI 1..I .LI .I.JI i Shear Diagragm:D + Lr 2180 A[[ll I [ 111 ~ Moment Diagragm:D + Lr '<ltJJJIIl 11] I ~ -0.109 Deflection Diagram:D + Lr 17.25 2209 1 ~ <tJJ]jjjjjjjjj Shear Diagragm:D + Lr 9451 407JlJ I 11 I ~ Moment Diagragm:D + Lr 'ZQ[[Qjll]I~ -0.699 Deflection Diagram:D + Lr Version: 8.4 GOUVIS IDUinee in consulting group, inc. BEAM 5 : RIDGE BM @ OVER M.LAUNDRY@ 3rd Floor Loads {Downward +) 23 pl/from 0.00ft to 33. 75ft from 129PLF@ 0.00' to 32.25 PLF@ 5.75' SELF_WE/GHT ROOF_P ROOF_P ROOF_P ROOF_P ROOF_P ROOF_P 32 PLF = 1.50' x (23.00+20.00)/2 from 5.75' to 11.50' from 150.5PLF@ 11.50'to0PLF@ 19.00' from 0PLF@ 19.00' to 150.5 PLF@ 26.00' 151 PLF = 7.00' x (23.00+20.00)/2 from 26.00' to 33. 75' 129 PLF = 6.00' x (23.00+20.00)/2 from 0.00' to 33.75' Point from Support 2 o/Beem 2@ 5.75ft, ( 0 =1385 Lr=1066) (P1) Point from Support 2 of Beem 4 @ 19ft, ( 0=769 Lr=526) (P2) Point from Support 2 of Beem 3@ 19ft, ( 0=326 Lr=243) (P3) Point from Support 2 of Beem 3@ 19ft, / 0=326 Lr=243) (P4) 'f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 3264/3264 8385/8385 Up 0/0 0/0 w/ 2-2X6 at support 1 {at 0'-0")11) w/ 2-2X6 at support 2 {at 19'-9")11) 1026/1026 0/0 USE PARALLAM 5 1/4" x 11 1/4" 2.0E {Fb= 2800, Fv = 285) Critical Shear =-5675 LB @ 19.42' 1.5xV/(F' vX A)=0.405 F'v= 356, A = 59.06 Critical Moment =14785 LB-FT@ 5.75' M/(F'b x S)=0.454 F°b= 3525, S : 110.74 Critical Deflection for TL = -0.615 INCH @ 8.50' s L/240 = 0.988" Critical Deflection for LL = -0.255 INCH @ 8.50' s L/480 = 0.494" BEAM 6 : CL'G BM @ OVER M.BATH @ 3rd Floor Loads {Downward+) SELF_WEIGHT 13 plffrom 0.00ft to 28.50ft ROOF_P 247 PLF = 11.50' x (23.00+20.00)/2 from 0,00' to 28.50' Reactions {D+Lr+L/Max. Load comb.) Down 1362/1362 4139/4139 1916/1916 0/0 Up 0/0 0/0 w/ 2-2X4 at support 2 {at 13'-6")11) USE TIMBERSTRAND 3 1/2"x 9 1/4" 1.55E {Fb= 2325, Fv= 285) Critical Shear =-1934 LB@ 12.67' 1.5xV/(F'vx A)=0.252 F'v= 356, A= 32.38 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =-5327 LB-FT@ 13.50' M/(F'bx S)=0.441 F'b= 2977, S = 49.91 -0.256 INCH @ 6.00' s L/240 = 0.675" -0.113 INCH @ 6.00' s L/480 = 0.338" (1) selected post does not consider combined axial load and out-of-plane bending Page 10 of 117 Job ·65807 Plan :A Code :2019 CBC P1 Pl i * 1 i 1 I 19.75 33.75 I ~ 19.00 19.00 19.00 [Up OJJ:n-z-., a:a:u:rrt\] <G -5675 Sheer Diagragm:D + Lr 14785 ~ ~ rE5Dr Moment Diagragm:D + Lr ~ --0.615 Deflection Diagram:D + Lr 1 1 13.50 26.bO 28.50 ftD» rtibn, \D <zJJJJ] <ct] -1934 Shear Diagragm:D + Lr 4l1IItD, 4IJII> V 0 -5327 Moment Diagragm:D + Lr \ltIQllJY --0.256 Deflection Diagram:D + Lr <ctJIDY <1l Version: 8.4 \. \ GOUVIS engi rin consulting group, inc. BEAM 7: RIDGE BM@OVER M.BATH @3rd Floor Loads (Downward +) SELF_WE/GHT 13 plffrom 0.00h to 28.25h ROOF_P 247 PLF = 11.50' x (23.00+20.00)/2 from 0.00' to 28.25' Reactions (D+Lr+UMax. Load comb.) Down 1358/1358 4595/4595 1399/1399 0/0 Up 0/0 0/0 w/ 2-2X4 at support 2 (at 14'-0")(1) USE TIMBERSTRAND 3 1/2"x 9 1/4" 1.55E (Fb= 2325, Fv= 285) Critical Shear =2093 LB@ 14.83' 1.5xV/(F' ,x A)=0.272 F'v= 356, A = 32.38 Critical Moment =-6492 LB-FT@ 14.00' M/(F'bX S)=0.537 F'b= 2977, S = 49.91 Critical Deflection for TL = Critical Deflection for LL = -0.285 INCH@ 22.00' :S U240 = 0.713" -0.126 INCH@ 22.00' :S U480 = 0.356" BEAM 8 (DROP): HDR@ FRONT OF M.BED@ 3rd Floor Loads (Downward +) SELF_WEIGHT 9 pl/from 0.00h to 9.25h ROOF _P 161 PLF = 7.50' x (23.00+20.00)/2 from 0.00' to 9.25' WALL_E 15 PLF = 1.00' x 15.00 from 0.00' to 9.25' Reactions (D+Lr+L/Max. Load comb.) Down 857/857 857/857 Up 0/0 0/0 USE DFL NO1 6 x 6 (Fb= 1200, F,= 170) Critical Shear =-764 Critical Moment =1981 LB@ 8.75' 1.5xV/(F'vx A)=0.178 F'v= 213, A= 30.25 LB-FT @ 4.67' M/(F'bx S)=0.572 F'b= 1500, S = 27.73 Critical Deflection for TL = -0.250 INCH @ 4.58' :S U240 = 0.463" Critical Deflection for LL= -0.101 INCH @ 4.58' :S U480 = 0.23 1" ( 1) selected post does not consider combined axial load and out-of-plane bending Page 11 of 117 Job ·65807 Plan .A Code :2019 CBC A I 14.00 1 1 2093 ~ ~ ~ <Q]j Shear Diagregm:D + Lr 4IJlJh 4IJlJ7:h «qv -6492 Moment Diagragm:D + Lr <QJJJ1IJY «t:Q[[[JY -0.285 Deflection Diagrem:D + Lr A 9.25 IDia:crn:s, 4ZQCQQ]] -764 Shear Diagregm:D + Lr 1981 a11]1]1JTI I f 11 1~ Moment Diagregm:D + Lr «tttLOJII 111 I ]II1D"' -0.250 Deflection Diagrem:D + Lr Version: 8.4 \ Gouv1s enuin erin co11su/ti11g group, inc. BEAM 9 : FL BM @ OVER STAIR @ 2nd Floor Loads (Downward +) SELF_WEIGHT Bpi/from 000ft to 16 00ft FLOOR_P 55 PLF = 2.00' x (15 00+40.00)/2 from O 00' to 16.00' Point from Support 1 of Beam 2@ Oft, ( 0=1086 Lr-857) (P1) 'f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 2654/2335 3691369 Up 0/0 010 USE TIMBERSTRAND 1 3I4"x11 718" 1.55E (Fb= 2325, Fv = 285) Critical Shear =-1964 LB@ 0.92' 1.5xV/(F' vX A)=0.398 F'v= 356, A= 20.78 Critical Moment =-2446 LB-FT @ 1.25' M/(F'bx S)=0.246 f'b = 2906, S = 41 .13 Critical Deflection for TL = -0.057 INCH@ 0.00' s L/180 = 0.083" Critical Deflection for LL= -0.033 INCH @ 0.00' s L/270 = 0.056" BEAM 10 : FL BM @ OVER LIVING ROOM @ 2nd Floor Loads (Downward +) SELF_WEIGHT 24 plffrom 0.00ft to 22.75ft ROOF_P 151 PLF = 7.00' x (23.00+20.00)/2 from 0.00' to 3.50' ROOF_P 280 PLF = 13 00' x (23.00+20.00)12 from 3.50' to 10 00' WALL_/ 75 PLF = 7 50' x 10.00 from 0.00' 10 10 00' Point from Support 1 of Beam 1@ 10ft, ( 0 =456 Lr-364) (P1) Point from Support 1 of Beam 3@ 10ft. ( 0=606 Lr-487) (P2) 'f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 4051/4051 150211502 Up 0/0 0/0 wl 2-2X6 at support 1 (at 2'-0")11) USE PARALLAM 5 114" x 11 718" 2.0E (Fb= 2800, Fv= 285) Critical Shear =3468 LB @ 2.33' 1.5xV/(F' vX A)=0.234 F'v= 356, A = 62.34 Critical Moment =17204 LB-FT@ 10.00' Ml(F'bx S)=0.478 F'b= 3500, S = 123.39 Critical Deflection for TL = -0.767 INCH@ 11.58' s L/300 = 0.830" Critical Deflection for LL = -0.288 INCH@ 11 .50' s U600 = 0.415" (1) selected post does nol consider combined axial load and out-of-plane bending Page 12 of 117 Job 65807 Plan :A Code : 2019 CBC P1 + 16.00 ru· -1964 Shear Diagragm.D + Lr ~ -2446 Moment Diagragm:D + Lr 40il 111 [[I]ID:nb» V -0.057 Deflection Diagrsm:D • Lr P2 l 1 * l ~ 22.75 10.00 10.00 3468 ~ ..... I ...... i .... i_.i-"-L...l...J.-LI .i.l ..1l-1IJI_Jlui Shear Diagragm:D + Lr 17204 ~ Moment Diagragm:D + Lr O>, '<tJJJJil I [11 IILOJD5' -0.767 Deflection Diagram:D + Lr Version 8 4 '-' Gouv1s enuinee in consulting group, inc. BEAM 11 : FL BM @ OVER LIVING ROOM @ 2nd Floor Loads (Downward +) SELF_WEIGHT 8 plf from 0.00ft to 22.75ft FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' to 22. 75' ' HEARL/NE C@ 3rd Floor (Left of Panel B) @ 0. 00ft (W=0, E=0) (P1) :Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 786/786 648/648 Up 0/0 0/0 USE TIMBERSTRAND 1 3/4"x11 7/8" 1.55E (Fb= 2325, Fv= 285) Critical Shear =639 LB@ 2.33' 1.5xV/(F' vX A)=0.162 F'v= 285, A = 20.78 Critical Moment =3328 LB-FT@ 12.50' M/(F\x S)=0.418 F'b= 2325, S = 41 .13 Critical Deflection for TL = -0.679 INCH @ 12.42' s L/280 = 0.889" Critical Deflection for LL= -0.431 INCH@ 12.42' s U480 = 0.519" • Omega Strenglh factor n = 2.5 is considered but may not a controlling case BEAM 12 : FL BM @ OVER LIVING ROOM @ 2nd Floor Loads (Downward +) SELF_WEIGHT 16 plffrom 0.00ft to 22. 75ft FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' to 22. 75' f oint from Suppot11 of Beam 4 @0/1, ( 0=1403 Lr-1077) (P1) , :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 3605/3185 595/595 Up 0/0 0/0 w/ 2-2X4 at support 1 (at 2'-0")(1 ) USE TIMBERSTRAND 3 1/2"x11 7/8" 1.55E (Fb= 2325, Fv= 285) Critical Shear =-2532 LB @ 1.67' 1.5xV/(F' vX A)=0.256 F'v= 356, A = 41.56 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =-5022 LB-FT @ 2.00' M/(F'bX S)=0.252 f'b: 2906, S = 82.26 -0.121 INCH @0.00' s L/180 = 0.133" -0.075 INCH @ 0.00' s L/270 = 0.089" (1) selected post does not consider combined axial load and out-Of•plane bending Page 13 of 117 Job :65807 Plan :A Code : 2019 CBC l 22.75 639 ~ ¼ CZtJJtQQ] Shear Diagragm:D + L 3328 «r1IJJJII I [ 11 ~ Moment Diagragm:D + L Ct> ~ -0.431 Deflection Diagram:L P1 + l 22.75 []j II Ii -2532 Shear Diagregm:D + Lr ~ -5022 Moment Diagregm:D + Lr LJI ~ -0.121 Deflection Diagram:D + Lr Version: 8.4 \ Gouv1s enginee in consulting group, inc. BEAM 13 : FL BM @ OVER LIVING ROOM @ 2nd Floor Loads (Downward +) SELF_WEIGHT 32 plffrom 0.00fl to 20.00ff Point from Support 2 of Beam 5@ 15.25fl, ( 0=4952 Lr-3433) (P1) 'f :Point toad Location Reactions (D+Lr+L/Max. Load comb.) Down 2311/231 1 6713/6713 Up 0/0 0/0 w/ 4X8 at support 2 (at 20'-0")<1) USE PARALLAM 7" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-6703 LB @ 19.67' 1.5xV/(F' vX A)=0.340 F'v= 356, A = 83.13 Critical Moment =31527 LB-FT @ 15.25' M/(F\x S)=0.657 F'b= 3500, S = 164.52 Critical Deflection for TL = -0.886 INCH @ 11 .17' s L/240 = 1.000" Critical Deflection for LL = -0.339 INCH @ 11.25' s L/480 = 0.500" BEAM 14 : FL BM @OVER KITCHEN @2nd Floor Loads (Downward +) SELF_WEIGHT 8 p/f/rom 0.OOfl to 12.25N FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' to 12.25' Point from Support 2 of Beam 6@ 1ft, ( 0=2310 Lr-1829) (P1) 'f :Point toad Location Reactions (D+Lr+L/Max. Load comb.) Down 4187/3942 724/625 Up 0/0 0/0 w/ 2-2X4 at support 1 (at 0'-0")(1l USE TIMBERSTRAND 1 3/4"x11 7/8" 1.55E (Fb= 2325, Fv= 285) Critical Shear =3934 LB @ 0.33' 1.5xV/(F' vX A)=0. 797 F'v= 356, A= 20.78 Critical Moment =3930 LB-FT @ 1.00' M/(F'bx S)=0.395 F'b= 2906, S = 41.13 Critical Deflection for TL = -0.263 INCH @ 5.50' s L/280 = 0.525" Critical Deflection for LL = -0.132 INCH @ 5.58' s L/480 = 0.306" (1) selected post does not consider combined axial load and out-of-plane bending Page 14 of 117 Job :65807 Plan :A Code : 2019 CBC P1 * l 20.00 15.25 ti 11111 111 11 1 (1 1111 [I -6703 Shear Diagragm:D + Lr 31527 ~ Moment Diagragm:D + Lr <ttt11I01]11.11~ --0.887 Deflection Diagram:D + Lr P1 * 12.25 3934 [O Shear Diagragm:D + Lr 3930 ATl 1111111 ITIIm:en:r:rzz Moment Diagragm:D + Lr l ¾1JJJ]j 11] I IIOJ1I119 --0.263 Deflection Diagram:D + Lr+ L Version: 8.4 \. Gouv1s nuinee in consulting group, inc. BEAM 15 : FL BM @ OVER KITCHEN @ 2nd Floor Loads (Downward+) SELF_WEIGHT 16 pl/from 0.00ft to 12.25ft FLOOR_P 55 PLF = 2.00' x (15.00+40.00)12 from 0.00' to 12.25' Point from Support 2 of Beam 7@ 6ft, ( 0=2565 Lr=2031) (Pl) T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 2779/2534 2686/2441 Up 0/0 0/0 USE TIMBERSTRAND Critical Shear 3 1/2"x11 7/8" 1.55E (Fb = 2325, Fv = 285) =2524 LB @ 0.33' 1.5xV/(F' vX A)=0.256 F'v= 356, A = 41.56 Critical Moment =14649 LB-FT @ 6.00' M/(F'bx S)=0.735 F'b= 2906, S = 82.26 Critical Deflection for TL= -0.449 INCH @ 6.08' s L/280 = 0.525" Critical Deflection for LL= -0.204 INCH @ 6.08' :5 L/480 = 0.306" BEAM 16 : TOP FL BM @ OVER KITCHEN @ 2nd Floor Loads (Downward +) SELF_WEIGHT 31 pl/from 0.00ft to 19.00ft FLOOR_P 846 PLF = 30. 75' x (15.00+40.00)/2 from 0.00' to 4.50' FLOOR_P 894 PLF = 32.50' x (15.00+40.00)12 from 4.50' to 19.00' Point from Support 2 of Beam 10@4.5lt, ( 0=984 Lr=519) (Pl) Pointfrom Support 1 of Beam 14@ 6.25ft. ( 0=2262 Lr=1680 L=245) (P2) Point from Support 1 of Beam 15@ 6. 75ft, ( 0=1498 Lr=/036 L=245) (P3) Pointfrom Support 2 of Beam 12@ 11.75ft, / 0=183 L=411 ) /P4) Pointfrom Support 2 of Beam 13@ 12.75ft, ( 0=4096 Lr=2618 ) (PS) T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 15882/13714 15415/13305 Up 0/0 0/0 wl 6X6 at support 1 (at 0'-0")11) w/ 3-2X6 at support 2 (at 19'-0")<1 ) USE GLULAM 24F-V4 5 1/2" x 21" (Fb= 2400/1850, Fv= 265) Critical Shear =12606 LB @ 0.33' 1.5xV/(F' vX A)=0.618 F'v= 265, A = 115.50 Critical Moment =68240 LB-FT @ 9.42' M/(F'bx S)=0.890 F'b= 2276, S = 404.25 Critical Deflection for TL = -0.741 INCH @ 9.50' :5 L/280 = 0.814" Critical Deflection for LL = -0.393 INCH @ 9.42' :5 L/480 = 0.475" (1) selected post does not consider combined axial load and out-of-plane bending Page 15 of 117 Job ·65807 Plan :A Code :2019 CBC P1 * l 12.25 6.00 2524 iri 1111111111 I 111111111111 1 Shear Oiagragm:O + Lr 14649 ~ Moment Oiagragm:D + Lr <cttt[[11 I I [I1LDDP' -0.449 Deflection Diagram:D + Lr+ L P1 Pl?3 P4P5 * j ** 4.50 I 6.25 6.75 12606 19.00 11.75 12.75 l [[TJTrnL aeemwm Shear Diagragm:0 + L 68240 4l1l]]] 111 I 111 ~ Moment Oiagragm:O + L <ctttQ[ 11111 ]J11LD5" -0.741 Deflection Diagram:D + Lr+ L Version· 8.4 GO uv1s engineerin consulting group, inc. BEAM 17 : FL BM @ OVER DECK @ 2nd Floor Loads (Downward+) SELF_WEIGHT 8 pl/ from o.oon to 8.00ft ROOF_P WALL_E FLOOR_P 161 PLF = 7.50' x (23.00+20.00)/2 from 0.00' to 8.00' 113 PLF = 7.50' x 15.00 from 0.00' to 8.00' 344 PLF = 12.50' x (15.00+40.00)/2 from 0.00' to 8.00' Reactions (D+Lr+L/Max. Load comb.) Down 2502/2202 2502/2202 Up 0/0 0/0 USE TIMBERSTRAND 1 3/4"x11 7/8" 1.55E (Fb = 2325, Fv = 285) Critical Shear =-1652 LB@ 7.00' 1.5xV/(F'vx A)=0.418 F'v= 285, A= 20.78 Critical Moment =4404 LB-FT @ 4.00' M/(F'b x S)=0.553 F'b= 2325, S = 41.13 Critical Deflection for TL= -0.152 INCH @ 4.00' s L/280 = 0.343" Critical Deflection for LL= -0.079 INCH@ 4.00' s L/480 = 0.200" BEAM 18: BM@ OVER DECK@ 2nd Floor Loads (Downward +) SELF_WEIGHT 32 pl/from o.oon to 24.75fl WALL_E 113 PLF = 7.50' x 15.00 from 11.75'to24.75' DECK 291 PLF = 7. 75' x (15.00+60.00)/2 from 0.00' to 11. 75' Point from Support 3 of Beam 5@ 19.25fl, ( 0=606 Lr=420) (P1) Point from Support 2 of Beam 17@ 12N, ( 0=1202 Lr=300 L=1000) (P2) SHEARLINE A @ 3rd Floor (Both of Panel A)@ 11 75fl (W=951, E=1921/ (P3) :Point load Location :Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 5846/5550 3351/3365 Up 0/0 0/0 w/ 4X8 at support 1 (at 4'-0")<11 w/ 4X8 at support 2 (at 24'-9")<1) USE PARALLAM 7'' x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =4152 LB @ 4.33' 1.5xV/(F' vX A)=0.263 F'v= 285, A = 83.13 Critical Moment =21180 LB-FT@ 12.00' M/(F'b x S)=0.552 F'b= 2800, S = 164.52 Critical Deflection for TL= -0.867 INCH @ 14.17' s L/280 = 0.889" Critical Deflection for LL= -0.356 INCH@ 13.83' s L/480 = 0.519" • Omega Strength factor{)= 2.5 is considered but may not a controlling case (1) selected post does not consider combined axial load and out-of-plane bending Page 16 of 117 Job :65807 Plan :A Code : 2019 CBC l 8.00 ~ <ztttttyJ] Shear Diagragm:D + L 4404 tt11J7JJII 11 [ 11 IIITrttrn Moment Diagregm:D + L -<ctttUJII 111 l]1]]111Y -0.152 Deflection Diagram:D + Lr+ L 1 ~ 15.75 11.75 P3 P3 P2 P1 t ft * 24.75 I 12.00 I 4152 I 19.2s ffin-rrn 1!!£...Qj a ; Shear Diagragm:D + L 21180 l as ~ Moment Diagragm:D + L ~ -0.867 Deflection Diagram:D + Lr+ L Version: 8.4 Gouv1s enuine rin consulting group, inc. BEAM 19 : FL BM@ OVER DECK wlSlope to drain= -1I4"Ift@ 2nd Floor Job :65807 Plan :A Code : 2019 CBC 114"/ft -... h = 9.25"r-------------""I""-h = 7.31" • 1 Loads (Downward +) SELF_WEIGHT 19 plffrom 0.00ft to 7.75ft DECK 75 PLF = 2.00' x (15.00+60.00/12 from 0.00' to 7.75' Pointfrom Support 1 of Beem 18@ 8ft, ( 0=2451 Lr-296 L=3099 W=183 E=370) (P1) 'f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 310/310 418/418 Up 0/0 0/0 USE PARALLAM 5 114" x 9 114" 2.0E (Fb= 2800, Fv = 285) Critical Shear =-285 LB@ 6.33' 1.5xV/(F' vX A)=0.037 F'v= 285, b = 5.25, h = 7.67 Critical Moment =508 LB-FT @ 3.58' M/(F'b x S)=0.03 F'b= 2882, b = 5.25, h = 8.35 Critical Deflection for TL= -0.008 INCH@ 3.75' s L/280 = 0.289" Critical Deflection for LL = -0.005 INCH@ 3.75' s L/480 = 0.169" BEAM 20 (DROP): HDR BM @ OVER DECK@ 2nd Floor Loads (Downward +) SELF_WEIGHT 18 plffrom 0.00ft to 16.25ft ROOF_P 161 PLF = 7.50' x (23.00+20.00/12 from 0.00' to 4.50' WALL_E 113 PLF = 7.50' x 15.00 from 0.00' to4.50' DECK 300 PLF = 8.00' x (15.00+60.00/12 from 0.00' to 4.50' FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' to 16.25' Point from Support 1 of Beam 3@ 4.5ft, ( 0=606 Lr-487) (Pl) Pointfrom Support 1 of Beam 17@4.5ft, ( 0=1202 Lr-300 L=1000) /P2) 'f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 5417/4707 1946/1692 Up 0/0 0/0 wl 2-2X6 trim at support 1 (at 0'-0")<'> USE GLULAM 24F-V4 5 1/2" x 12" (Fb= 240011850, Fv= 265) Critical Shear =4367 LB@ 0.33' 1.5xV/(F' .x A)=0.374 F'v= 265, A = 66.00 Critical Moment =14718 LB-FT @ 4.50' M/(F'bx S)=0.569 F'b= 2352, S = 132.00 Critical Deflection for TL= -0.486 INCH@ 7.33' s L/280 = 0.696" Critical Deflection for LL = -0.252 INCH @ 7.33' s L/480 = 0.406" (1) selected post does not consider combined axial load and out-of-plane bending Page 17 of 117 6.75 7.75 ~ n::s, <LtQQU] -285 Shear Diagragm:D + L 508 4IJJJJJ 11 [ I ~ a Moment Diagragm:D + L <cJ:Q[ijJ1]]]JJ -0.005 Deflection Diagram:L P2 * 16.25 4.50 4.50 4367 Sheer Diagragm:D + L 14718 l I I ~ Moment Diagragm:D + L 'ZQJJJ]] 11] 11 I[1J11119 -0.486 Deflection Diagram:D • Lr+ L Version: 8.4 ' ' Gouv1s enginee inu consulting group, inc. BEAM 20C (DROP): HOR BM @ OVER DECK@ 2nd Floor Loads (Downward +) SELF_WE/GHT 13 plffrom o.oon to 12.25N DECK 300 PLF = 8.00' x (15.00+60.00)/2 from 0.00' to 4.00' Reactions (D+Lr+L/Max. Load comb.) Down 1609/1609 0/0 Up 0/0 -250/-250 USE TIMBERSTRAND 3 1/2"x 9 1/2" 1.55E (Fb= 2325, F,= 285) Critical Shear =-991 LB @ 3.17' 1.5xV/(F' vX A)=0.157 F',= 285, A = 33.25 Critical Moment =-2504 LB-FT @ 4.00' M/(F'b x S)=0.252 F'b= 2311, S = 52.65 Critical Deflection for TL = Critical Deflection for LL = -0.162 INCH @ 0.00' s L/180 = 0.267" -0.128 INCH @ 0.00' s L/270 = 0.178" BEAM 21 : FL BM @ OVER DINING @ 2nd Floor Loads (Downward +) SELF_WE/GHT 8 plffrom 0.00N to 5.75N WALL_E ROOF_P FLOOR_P ROOF_p 113 PLF = 7.50' x 15.00 from 0.00' to 5. 75' 151 PLF = 7.00' x (23.00+20.00)/2 from 0.00' to 5. 75' 28 PLF = 1.00' x (15.00+40.00)/2 from 0.00' to 5. 75' 22 PLF = 1.00' x (23.00+20.00)/2 from 0.00' to 4. 75' Reactions (D+Lr+L/Max. Load comb.) Down 729/683 1090/1020 Up 0/0 0/0 USE TIMBERSTRAND 1 3/4"x11 7/8" 1.55E (Fb= 2325, F,= 285) Critical Shear =-324 LB @ 3. 75' 1.SxV/(F' ,x A)=0.091 F',= 257, A= 20.78 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =569 LB-FT @ 2.25' M/(F'bX S)=0.079 F'b = 2093, S = 41 .13 -0.009 INCH @ 2.33' s L/280 = 0.204" -0.003 INCH@ 2.33' s L/480 = 0.1 19" Page 18 of 117 Job :65807 Plan .A Code :2019 CBC 4.00 1 I 12.25 ~11111 -9 Shear Diagragm:D + L I I ~ -2504 Moment Dlagragm:D + L [1LD5" c:ct I i I I I i raaz -0.128 Deflection Diagram:L 1 4.75 5.75 Shear Diagragm:D 569 4[[[[1 n I~ CD Moment Diagragm:D l I I "-Q1JJ]]l1l11D .av -0.009 Deflection Diagram:D + Lr+ L Version: 8.4 GOUVIS ngine rin consulting group, inc. BEAM 21A : FL BM @ OVER DINING@ 2nd Floor Loads (Downward+) SELF_WEIGHT 16 pl/from 0.00ft lo 5.75ft Point from Support 2 of Beam 18@ 5.75ft, ( 0=2295 Lr=424 L=632 W=183 E=370) (P1) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 0/0 41 12/4129 Up -669/-672 0/0 w/ 2-2X4 at support 2 (at 4'-9")(1) USE TIMBERSTRAND 3 112"x11 718" 1.55E (Fb= 2325, Fv= 285) Critical Shear =2942 LB @ 4.83' 1.5xV/(F' vX A)=0.373 F'v= 285, A= 41 .56 Critical Moment =-2935 LB-FT @ 4.75' M/(F'bx S)=0.184 F'b= 2325, S = 82.26 Critical Deflection for TL = -0.015 INCH @ 5. 75' s L/180 = 0.067" Critical Deflection for LL = -0.005 INCH @ 5.75' s L/270 = 0.044" BEAM 22 : FL BM @ OVER DINING @ 2nd Floor Loads (Downward+) SELF_WEIGHT 16 pl/from 0.00ft to 12.25ft ROOF_P 43 PLF = 2.00' x (23.00+20.00)/2 from 1.75' to 12.25' WALL_E 113 PLF = 7 50' x 15.00 from 1.75' to 12.25' FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' to 12.25' ROOF_P 102 PLF = 4. 75' x (23,00+20.00)/2 from 1. 75' to 12.25' Point from Support 3 of Beam 7@ 6ft, ( 0=781 Lr=618) (Pl) Poinlfrom Support I of Beam 21@ 1.75ft, ( 0=501 Lr=183 L=45) (P2) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 2932/2667 2770/2523 Up 0/0 0/0 USE TIMBERSTRAND 3 112"x11 718" 1.55E (Fb= 2325, Fv= 285) Critical Shear =2133 LB @ 0.33' 1.5xV/(F' vx A)=0.270 F'v= 285, A = 41.56 Critical Moment =10102 LB-FT @ 6.00' M/(F'bX S)=0.507 F'b= 2906, S = 82.26 Critical Deflection for TL = -0.360 INCH @ 6.08' s L/280 = 0.525" Critical Deflection for LL= -0.132 INCH @ 6.08' s L/480 = 0.306" (1) selected post does not consider combined axial load and out-of-plane bending Page 19 of 117 Job :65807 Plan :A Code :2019 CBC P1 1 + 4.75 5.75 5.75 2942 Shear Oiagragm:O + L ccz:u:u:crrro:w -2935 Moment Oiagragm:D + L a:r:OJJJIT 1111 ITil:tn ~ Deflection Diagram:D + Lr+ L P2 * ~ I 2133 P1 * 12.25 6.00 -0,014 ITTITo:u:cnn tt1JlJ1[QJJ] Shear Oiagragm:O + L 10102 ~ Moment Oiagragm:D + Lr '<tJJ!Uil 11 1 11 I[)JJ115>' -0,360 Deflection Diagram:D + Lr+ L Version: 8.4 Gouv1s n inee ·o consulting group, inc. BEAM 23 : FL BM @ OVER DINING @ 2nd Floor Loads (Downward +) SELF_WEIGHT 8plffrom 0.00ft to 12 25ft FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' to 12.25' Point from Support 3 of Beam 6@ 0. 75ft. ( 0=1069 Lr-847) (P1) + :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 2185/1940 503/451 Up 0/0 0/0 USE TIMBERSTRAND 1 3/4"x11 7/8" 1.55E (Fb= 2325, Fv= 285) Critical Shear =1932 LB @ 0.33' 1.5xV/(F' vX A)=0.391 F'v= 356, A = 20. 78 Critical Moment =1617 LB-FT@ 5.08' M/(F'bx S)=0.203 F'b= 2325, S = 41 .13 Critical Deflection for TL = -0.146 INCH @ 5.75' s U280 = 0.525" Critical Deflection for LL = -0.081 INCH@ 5.83' s U480 = 0.306" BEAM 24 : FL BM @ LEFT OF ELEVATION @ 1st Floor Loads (Downward +) SELF_WEIGHT 9 pl/from 0.00ft lo 11.50ft ROOF_P 129 PLF = 6.00' x (23.00+20.00/12 from 0.00' to 11.50' Reactions (D+Lr+L/Max. Load comb.) Down 794/794 794/794 Up 0/0 0/0 USE DFL NO2 4 x 10 (Fb= 900, Fv= 180) Critical Shear =679 Critical Moment =2281 LB @ 0.83' 1.5xV/(F' vX A)=0.140 F'v= 225, A = 32.38 LB-FT@ 5.75' M/(F'bx S)=0.406 F'b= 1350, S = 49.91 Critical Deflection for TL = Critical Deflection for LL = -0.147 INCH@ 5.75' s U240 = 0.575" -0.064 INCH@ 5.75' s U480 = 0.288" Page 20 of 117 Job 65807 Plan ·A Code ·2019 CBC P1 • * 1 12.25 µf 1932 ~ Shear Diagragm:D + Lr 1617 4IJIO 111 I 111 COin:rtrz-, Moment Diagragm:D + L <ztJJJlill I [11 IIIDJ-LlP' --0.146 Deflection Diagram:D + Lr+ L 11.50 679 ~ «tQLQQ]] Shear Diagragm-0 + Lr 2281 4IllIIIl I I [ 111~ Moment Diagragm.D + Lr <tttUJJII I l I lIIDJ-LlP' --0.147 Deflection o,agram:D + Lr Vers10n· 8 4 Gouv1s enuinee in consulting group, inc. BEAM 25 : FL BM@ LEFT OF ELEVATION@ 1st Floor Loads (Downward +) SELF_WEIGHT 24 pl/from 0.00fl lo 11.00fl Pomt from Support 1 of Beam 24 @ Of/, ( 0=449 Lr=345 ) (P1) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 1629/1629 0/0 Up 0/0 -571/-571 USE PARALLAM 5 1/4" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-899 LB@ 4.42' 1.5xV/(F' vX A)=0.061 F'v= 356, A = 62.34 Critical Moment =-4040 LB-FT@ 4.75' M/(F'bx S)=0.112 F'b= 3500, S = 123.39 Critical Deflection for TL = Critical Deflection for LL = -0.081 INCH@ 0.00' s L/180 = 0.317" -0.034 INCH@ 0.00' s L/270 = 0.21 1" BEAM 26 : FL BM @OVER DECK@ 1st Floor Loads (Downward +) SELF_WEIGHT 9 pl/from 0.00fl lo 22. 75fl DECK 75 PLF = 2.00' x (15.00+60.00)/2 from 0.00' to 22.75' Reactions (D+Lr+L/Max. Load comb.) Down 494/494 1272/1272 145/145 0/0 Up 0/0 0/0 USE DFL NO2 4 x 10 (Fb= 900, Fv= 180) Critical Shear =-654 Critical Moment =-1 666 LB@ 13.67' 1.5xV/(F'vx A)=0.168 F'v= 180, A= 32.38 LB-FT @ 14.50' M/(F'bx S)=0.371 F'b= 1080, S = 49.91 Critical Deflection for TL= -0.125 INCH @ 6.67' s L/280 = 0.621" Critical Deflection for LL = -0.089 INCH @ 6.67' s L/480 = 0.363" Page 21 of 117 Job :65807 Plan :A Code :2019 CBC P1 • 1 1 4.75 111.00 i 11111111 lj 1111111111111111 -899 Shear Diegregm:D + Lr ~ -4040 Momeni Diagregm:D + Lr ~ -0.081 Deflection Diagrem:D + Lr • I 14.50 22.75 1 1 ffJ:c& fID:r:t-s_ <ZtQJJJJj EQ -654 Shear Diagregm:D + L 4CIIIID:tt> ~ -1666 Moment Diegregm:D + L <ttt1l]J]]JJJY' -0.089 Deflection Diagram:L Version: 8.4 \. Gouv1s enuineerin consulti11g group, inc. BEAM 27 : FL BM @ OVER DECK @ 1st Floor Loads (Downward +) SELF_WEIGHT 14 plffrom 0.00ft to 11.25ft DECK 75 PLF = 2.00' x (15.00+60.00/12 from 0.00' to 1. 75' Point from Support 2 of Beem 24 @ Ofl, ( 0=449 Lr=345) /P1 / Point from Support I of Beam 26@ Ofl. ( 0=141 L=353 I (P2) ♦ :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 1761 /1526 0/0 Up 0/0 -185/-150 USE DFL NO1 6 x 10 (Fb= 1350, Fv= 170) Critical Shear =-1069 LB@ 1.42' 1.5xV/(F'vx A)=0.180 F'v= 170, A = 52.25 Critical Moment =-1786 LB-FT@ 1.75' M/(F'bx S)=0.192 F'b= 1350, S = 82.73 Critical Deflection for TL = -0.041 INCH @ 0.00' s L/180 = 0.117" Critical Deflection for LL = -0.024 INCH @ 0.00' s L/270 = 0.078" BEAM 27A : FL BM @ LEFT ENTRY @ 1st Floor Loads (Downward +) SELF_WEIGHT 14 plffrom 0.0Ofl to 6.00ft DECK 225 PLF = 6.00' x (15.00+60.00)/2 from 0.00' lo 6.00' WALL_E 255 PLF = 17.00' x 15.00 from 0.00' to 6.00' FLOOR_P 440 PLF = 16.00' x (15.00+40.00/12 from 0.00' to 6.00' Reactions (D+Lr+L/Max. Load comb.) Down 233/233 3853/3853 1518/1518 010 Up 0/0 0/0 w/ 2-2X6 at support 2 (at 2'-0"')(1 > USE DFL NO1 6 x 10 (Fb= 1350, Fv= 170) Critical Shear =1440 LB@ 2.83' 1.5xV/(F' ,x A)=0.243 F'v= 170, A= 52.25 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =-1 401 LB-FT @ 2.00' M/(F'bX S)=0.151 F'b= 1350, S = 82.73 -0.005 INCH @4.17' s L/280 = 0.171" -0.003 INCH @ 4.17' s L/480 = 0 100" ( 1) selected post does not consider combined axial load and out-of-plane bending Page 22 of 117 Job :65807 Plan :A Code : 2019 CBC P2 + l 11.25 wn -1069 Shear Diagragm:D + L ~ -1786 Moment Diagragm:D + L vY 4JlII 1111 [T]Jrr-cr;... -0.041 Deflection Diagram:D + Lr + L • I 2.00 l I 6.00 l a ~ "ZtQ[] <tttJ] Shear Diagragm:D + L ""tCJJV411IIIJJ)J:i;, -1401 Moment Diagragm:D + L '¾lQ[[Ll]JV -0.005 Deflection Diagram:D + L Version: 8.4 GOUVIS englne in consulting group, inc. BEAM 28 : FL BM @ OVER DECK @ 1st Floor Loads (Downward +) SELF_WEIGHT 32 plffrom 0.00ft lo 14.50ft 135 PLF = 9.00' x 15.00 from 0.00' to 14.50' WALL_E FLOOR_P DECK 303 PLF = 11.00' x (15.00+40.00)12 from 0.00' to 14.50' 75 PLF = 2.00' x (15.00+60.00)12 from 0.00' lo 14.50' from Support 1 of F2 From Oft to 14.5ft (P1) Point from Support 1 of Beam 12@ 7.25ft, ( 0=1925 Lr=1181 L=499 )(P2) Poinlfrom Support 1 of Beem 13@ 8.25ft. ( 0=1496 Lr=815) (P3) SHEARLINE 1 @ 2nd Floor (Bolh of Panel B) @ 4. 25ft (W=4107. E=4245) (P4) Pain/ from Support 1 of Beam 11 @ 3. 75ft, ( 0=287 L=499) (PS) Point from Support 1 of Beam 11 @ 10. 75ft, ( 0=287 L=499) (P6) :Point load Location : Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 1290/2044 20391/18445 Up 0/-1185 0/0 6228/7143 01-707 w/ trim at support 2 Designed by engineer (at 5'-6")(1) w/ 4X8 at support 3 (at 14'-6")<1> USE PARALLAM 7" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =10731 LB@ 5.83' 1.5xV/(F' vX A)=0.679 F'v= 285, A = 83.13 Critical Moment =-15095 LB-FT @ 5.50' M/(F'bX S)=0.393 F'b= 2800, S = 164.52 Critical Deflection for TL = -0.091 INCH@ 10.25' s U280 = 0.386" Critical Deflection for LL= -0.048 INCH@ 10.33' s U480 = 0.225" • Omega Strength factor Q = 2.5 is considered but may not a controlling case Used Section ASCE 12.4.3.1 Exception Per SDPWS 4.3.3, Em= 2 x S. W. capacity x HI BEAM 29 : FL BM @ OVER DECK @ 1st Floor Loads (Downward +) SELF_WEIGHT 9 plffrom 0.00ft lo 24.25ft DECK 75 PLF = 2.00' x (15.00+60.00)/2 from 0.00' lo 15.50' DECK 150 PLF = 4.00' x /15.00+60.00)l2 from 15.50' lo 24.25' Point from Support 3 of Beam 26@0/t, ( 0=41 L=103) (P1} + :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 977/977 1290/1290 571/571 0/0 Up 0/0 0/0 USE DFL NO2 4 x 10 (Fo= 900, Fv = 180) Critical Shear =767 Critical Moment =-1250 LB @ 15.83' 1.5xV/(F' vX A)=0.198 F'v= 180, A= 32.38 LB-FT @ 4.00' M/(F'bx S)=0.278 F'b= 1080, S = 49.91 Critical Deflection for TL = Critical Deflection for LL = -0.056 INCH@ 0.00' s U180 = 0.267" -0.041 INCH @ 0.00' s U270 = 0.178" (1) selected post does not consider combined axial load and out-of-plane bending Page 23 of 117 Job :65807 Plan :A Code : 2019 CBC j. I 5.50 4.25 3.75 P3 P4 I 1 I 11.25 7.25 8.25 10.75 P1 P2 ** 14.50 10731 P3 PS i on ~ <QJJJ}j CCQJJ] Shear Diagragm:D + L ""-lllD'4'.IlIIIIU:tt. -15095 Momeni Diagragm:D + L <tJJ1L1IIIIPY Deflection Diagram:D + Lr + L P1 + 1 ~ I 15.50 24.25 -0.091 1 767 tI:b» ~ lQJJj <cttu «tJ] Shear Diagragm:D + L cTTl> 4IJih V '(JJ -1250 Momeni Diagragm:D + L V'7 <CJJlljY -0.041 Deflection Diagram:L Version: 8.4 '-Gouv1s enginee in consulting group, inc. BEAM 30: FL BM@OVER DECK@ 1st Floor Loads (Downward +) SELF_WEIGHT 25 plffrom 0.00ft to 6.00ft DECK 75 PLF = 2.00' x (15.00+60.00)/2 from 0.00' to 6.00' DECK 225 PLF = 6.00' x (15.00+60.00)12 from 6.00' to 8.00' Point from Support 1 of Beam 29@ 8ft, ( 0=282 L=696) (P1) Point from Support 2 of Beam 19@6.75ft, ( 0=151 L=267) (P2) T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 0/17 2551/2551 Up -55/-55 0/0 USE PARALLAM 7" x 9 114" 2.0E (Fb= 2800, Fv= 285) Critical Shear =1812 LB@ 6.33' 1.5xV/(F' ,x A)=0.147 F'v= 285, A= 64.75 Critical Moment =-2302 LB-FT @ 6.25' M/(F'bx S)=0.099 F'b= 2882, S = 99.82 CriticalDeflectionforTL= -0.016 INCH @8.00' s L/180=0.117" Critical Deflection for LL= -0.012 INCH@ 8.00' s L/270 = 0.078" BEAM 31 : FL BM@ OVER DECK@ 1st Floor Loads (Downward +) SELF_WE/GHT 9 plffrom 0.00ft to 8.00ft DECK 75 PLF = 2.00' x (15.00+60.00)/2 from 0.00' to 8.00' Point from Support 2 of Beam 29@ 8ft, ( 0=335 L=955) (P1) T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 0/0 2081/2081 Up -119/-119 0/0 USE DFL NO2 4 x 10 (Fb= 900, Fv= 180) Critical Shear =1430 Critical Moment =-2385 LB @ 6.33' 1.5xV/(F' ,x A)=0.368 F'v= 180, A= 32.38 LB-FT @ 6.25' M/(F'bx S)=0.531 F'b= 1080, S = 49.91 Critical Deflection for TL = -0.045 INCH @ 8.00' s L/180 = 0.117" Critical Deflection for LL = -0.033 INCH @ 8.00' s L/270 = 0.078" Page 24 of 117 Job :65607 Plan :A Code :2019 CBC P2 P1 1 * + 6.25 6.00 6.75 8.00 1812 I I I I I I j j j j ,JD:o:o Shear Diagragm:D + L LUJJJJJlll[[JY -2302 Moment Diagragm:D + L zz:r:o:CT I 1 1 I I I I D:r:ra, 'll1]l -0.01 2 Deflection Diagram:L P1 1 + 6.25 8.00 8.00 1430 Ii I i i j j j j j I j [I 111 ll Shear Diagragm:D + L a:u:u:rtQJJJllJ -2385 Moment Diagragm:D + L a::r:r:r:o::o j j j j j [ID::z:, 'll1]l -0.033 Deflection Diagram:L Version: 8.4 GOUVIS co11s11lti11g group, inc. BEAM 32 : Fl BM @ OVER DECK @ 1st Floor Loads (Downward +) SELF_ WEIGHT 9 plf from 0.00ft to 8 00ft DECK 75 PLF = 2 00' x (15.00+60.00)/2 from 0.00' to 8 00' Point from Support 3 of Beam 29@ 8ft. ( 0=138 L=433) (P1) f :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 0/0 1814/1814 Up -571/-571 0/0 USE DFL NO2 4 x 10 (Fb= 900, Fv= 180) Critical Shear =879 LB @ 4.33' 1.5xV/(F' vX A)=0.226 F'v= 180, A = 32.38 Critical Moment =-2956 LB-FT@ 4.00' M/(F'bX S)=0.658 F'b= 1080, S = 49.91 Critical Deflection for TL= -0.139 INCH @ 8.00' s L/180 = 0.267" Critical Deflection for LL = -0.104 INCH @ 8.00' s L/270 = 0.178" Page 25 of 117 Job 65807 Plan .A Code : 2019 CBC i I 400 8.00 879 P1 + ~11111 Ill[] llllllllllll □ Shear Disgrsgm:D + L ~ -2956 Moment Diagrsgm ·D • L <4ZQJJJJ] --0.104 Deflection Diagrem:L Verst0n 8 4 GOUVIS uine ·n consulting group, inc. BEAM 33 : FL BM@ OVER DECK@ 1st Floor Loads (Downward +) SELF_WEIGHT 32 plffrom 0.00ft lo 24.75ft 135 PLF = 9.00' x 15.00 from 4.00' to 7.50' 55 PLF = 2.00' x (15.00+40.00/12 from 4.00' to 7.50' 291 PLF = 7. 75' x (15.00+60.00)/2 from 4.00' to 7.50' 75 PLF = 2.00' x (15.00+60.00/12 from 0.00' to 4.00' WALL_E FLOOR_P DECK DECK FLOOR_P DECK DECK 55 PLF = 2.00' x (15.00+40.00/12 from 4.00' to 24.75' 206 PLF = 5.50' x (15.00+60.00/12 from 4.00' to 15.50' 150 PLF = 4.00' x (15.00+60.00)/2 from 15.50' to 24.75' Point from Support 1 of Beam 20@ 7.25ft, ( 0=2579 Lr-860 L=1979) {Pl) Point from Support 2 of Beam 26@ Oft, ( 0=364 L=909) (P2) Pointfrom Support 3 of Beam 28@ 4ft, ( 0=2774 Lr-325 L=3129 W=2372 E=2037) (P3) Point from Support 1 of Beam 30@ 4ft, ( 0=17) (P4) Point from Support 2 of Beam 20@ 23.5ft, ( 0=930 Lr-265 L=751) (P5) $HEARL/NE A @ 2nd Floor/Both of Panel A)@ 4.00ft (W=3149, E=4197) (PS) :Point load Location :Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 11706/12259 9411 /9446 918/1093 0/-189 Up 0/0 0/0 w/ 4X8 at support 1 (at 2'-0") <1> w/ 4X8 at support 2 (at 15'-6")<1> USE PARALLAM 7" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =9498 LB @ 2.33' 1.5xV/(F' vX A)=0.601 F'v= 285, A = 83.13 Critical Moment =23561 LB-FT @ 7.25' M/(F'bx S)=0.614 F'b= 2800, S = 164.52 Critical Deflection for TL= -0.319 INCH@ 7.75' s L/280 = 0.579" Critical Deflection for LL= -0.175 INCH@ 7.75' s L/480 = 0.338" • Omega Strength factor[)= 2.5 is considered but may not a controlling case (1} selected post does not consider combined axial load and out-of~plane bending Page 26 of 117 P6 P6 P2 Pl P1 + 1 I t ~ 15.50 I 24.75 7.50 ~ ~ ~ I 1.25 I 949a 23.50 tEL[j_j j jj Shear Diagragm:D + L 23561 i 1 of Job :65807 Plan .A Code : 2019 CBC PS * l , ..... = dilJlIJ:D> G ~ Moment Diagragm:D + L ~ -0.319 Danae/ion Oiagram:D • Lr• L Version: 6.4 '· GOUVIS n ine rin consulting gro11p, inc. BEAM 34 (DROP): HOR@ LEFT OF DECK@ 1st Floor Loads (Downward +) SELF_WEIGHT 24plffrom0.00N to5.25N WALL_E 15 PLF = 1.00' x 15.00 from 0.00' to 5.25' DECK 150 PLF = 4.00' x (15.00+60.00)/2 from 0.00' to 5.25' Point from Support 1 of Beam 33@ 4.75N, ( 0=4980 Lr-699 L=6028 W=920 E=2979) (P1) + :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 1608/1583 11085/11507 Up 0/0 0/0 w/ 4X6 trim at support 2 (at 5'-3")(1 ) USE PARALLAM 5 1/4" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-10390 LB@ 4.92' 1.5xV/(F' vX A)=0.877 F'v= 285, A = 62.34 Critical Moment =5203 LB-FT@ 4.75' M/(F'bX S)=0.182 F'b= 2780, S = 123.39 Critical Deflection for TL = Critical Deflection for LL = -0.014 INCH@ 2.92' s L/280 = 0.225" -0.008INCH@2.92' s U480=0.131" BEAM 35 : FL BM @ OVER GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 16 p/f/rom 0.OON to 12.50N ROOF_P 102 PLF = 4.75' x (23.00+20.00)/2 from 2.00' to 12.50' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 12.50' FLOOR_P 28 PLF = 1.00' x (15.00+40.00)/2 from 0.00' to 12.50' Point from Support 2 of Beam 21@ W, ( 0=753 Lr-267 L=70) (P1} SHEARLINE A@ 2nd Floor/Both of Panel BJ @0.00N (W=3374, E=4497) (P2) SHEARLINE A@ 2nd Floor (Both of Panel C)@ 8. 75n (W=3374, E=4497) (P3) :Point toad Location :Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 2482/4562 1912/4142 Up 0/-1580 0/-1 832 USE TIMBERSTRAND Critical Shear 3 1/2"x11 7/8" 1.55E (Fb= 2325, Fv= 285) Critical Moment =-7468 LB@ 8.75' 1.5xV/(F' vX A)=0.493 F'v= 547, A= 41.56 =21881 LB-FT@ 3.75' M/(F'bx S)=0.715 F'b= 4464, S = 82.26 Critical Deflection for TL = -0.246 INCH @ 6.08' s L/280 = 0.536" Critical Deflection for LL= -0.061 INCH @ 6.08' s U480 = 0.313" • Omega Strength factor[)= 2.5 is considered but may not a controlling case ( 1) selected post does not consider combined axial load and out-of-plane bending Page 27 of 117 Job :65807 Plan :A Code :2019 CBC P1 * l 5.25 4.75 \l]] -10390 Shear Diagragm:D + L 5203 cr:z:OJ11J]l]]l 111 fft Moment Diagragm:D + L <ztJJl101]1]111JIDJJY -0.008 Deflection Diagram:Lr + L P2 P2 12.50 3.75 8.75 P3 P3 ITTTDTilu1 II Ill llf "' I I I! -7468 Shear Diagragm:(1.0 + 0.14xSds)D -0.7xOxE 21881 ~ Moment Diagragm:(1.0 + 0.14xSds)D-0.7xDxE CZlQUw 11] I l]JJILD-3>' -0.246 Deflection Diagram:D + Lr+ L Version: 8.4 \ GOUVIS consulting group, inc. BEAM 36A: FL BM@OVER GARAGE@1st Floor Loads (Downward +) SELF_WEIGHT 24 plffrom 0.00ft to 12.00ft ROOF_P 129 PLF = 6.00' x (23.00+20.00)/2 from 5.00' to 12.00' FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' to 12.00' WALL_E 368 PLF = 24.50' x 15.00 from 5.00' to 12.00' ROOF_P 28 PLF = 1.32' x (23.00+20.00)/2 from 0.00' to 6.00' Point from Support 1 of Beam 24 @ Oft. ( 0=449 Lr=345) (P1) T :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 4818/4434 779/779 Up 0/0 0/0 w/ 2-2X6 at support 1 (at 6'-0")11 > USE PARALLAM 5 1/4" x 11 7/8" 2.0E (Fb= 2800, Fv = 285) Critical Shear =2142 LB@ 6.33' 1.5xV/(F\x A)=0.181 F'v= 285, A = 62.34 Critical Moment =-6222 LB-FT@ 6.00' M/(F'bx S)=0.173 F'b= 3500, S = 123.39 Critical Deflection for TL = -0.150 INCH @ 0.00' s U180 = 0.400" Critical Deflection for LL= -0.076 INCH @ 0.00' s L/270 = 0.267" BEAM 36B : FL BM @ OVER GARAGE @ 1st Floor Loads (Downward +) SELF_ WEIGHT 24 plf from 0.00ft to 22. 75ft WALL_E 368 PLF = 24.50' x 15.00 from 0.00' to 22. 75' ROOF_P 43 PLF = 2.00' x (23.00+20.00)/2 from 0.00' to 22. 75' FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0,00' to 22. 75' ,fHEARLINE 1@ 2nd Floor(Both of Panel A)@ 20.2511 (W=2738, E=2830) (Pl} I : Shear wall post from above Reactions (D+Lr+UMax. Load comb.) Down 2826/2803 7340/7909 Up 0/0 0/0 w/ 2-2X6 at support 2 (at 14'-3")11> 970/2707 0/-1345 USE PARALLAM 5 1/4" x 11 7/8" 2.0E (Fb = 2800, Fv = 285) Critical Shear =-3498 LB @ 13.92' 1.5xV/(F' ,x A)=0.328 F'v= 257, A = 62.34 Critical Moment =-8278 LB-FT @ 14.25' M/(F\x S)=0.319 F'b= 2520, S = 123.39 Critical Deflection for TL= -0.171 INCH@ 6.50' s L/280 = 0.611" Critical Deflection for LL= -0.021 INCH@ 6.50' s L/480 = 0.356" • Omega Strength factor n = 2.5 is considered but may nor a controlling case (1) selected post does not consider combined axial load and out-of-plane bending Page 28 of 117 Job :65807 Plan .A Code :2019 CBC P1 t l A l+----=6"'.0""0 ___ 12I00 2142 u j Shear Diagragm:D + L CCZQJJJIJJJ111J -6222 Moment Diagragm:D + Lr [[1ID1555' -0.150 Deflection Diagram:D + Lr+ L j, I 14.25 22.75 20.25 l P1 A IIJJ::t-r-,, rtr7n:z-, <zttUJJ] <t) -3498 Shear Diagragm:D 4lTIIIIltb V -8278 Moment Diagragm:D <qJJJJ]J1LD9 -0.171 Deflection Diagram:D + Lr+ L Version: 8.4 \ consulting group, inc. BEAM 37 : FL BM@ OVER GARAGE @ 1st Floor Loads (Downward+) SELF_WEIGHT 32 pl/from 0.00ft to 33.00ft ROOF_P WALL_E FLOOR_P WALL_E ROOF_P FLOOR_P FLOOR_P 140 PLF = 6.50' x (23.00+20.00)/2 from 0.00' to 28.50' 113 PLF = 7.50' x 15.00 from 0.00' to 28.50' 344 PLF = 12.50' x (15.00+40.00)/2 from 0.00' to 28.50' 135 PLF = 9.00' x 15.00 from 0.00' to 33.00' 43 PLF = 2.00' x (23.00+20.00)/2 from 28.50' to 33.00' 337 PLF = 12.25' x (15.00+40.00)/2 from 0.00' to 3.00' 337 PLF = 12.25' x (15.00+40.00)/2 from 30.00' to 33.00' Point from Suppor1 2 of Beam 14@ 13.5ft, ( 0=329 Lr-149 L=245) (P1) Point from Suppon 2 of Beam 15@ 14ft, ( 0=1446 Lr-995 L=245) (P2) Point from Suppol1 2 of Beam 23@ 26ft, ( 0 =206 Lr-52 L=245) (P3) Point from Suppol12 of Beam 22@28.511, ( 0=1784 Lr-734 L=251) (P4) Point from Suppo/12 of Beam 35@ 33ft, ( 0=1444 Lr-332 L=136 W=2025 E=2698) (PS) SHEARL/NE 3@ 2nd Floor (Both of Panel A)@ 12.25ft (W=3959/3808, E=459814359) (P6) Point from Suppo/13 of Baam 36B@ Oft, ( 0=851 Lr-40 L=79 W=1795 E=1855) (P7) :Point load Location : Shear wall post from above P7 + 1 ~ I 9.67 I 12.25 13.50 14.00 r-,..._ u::o 1 P6 Fl'l2 pt ~1.25 30.00 33.00 24.25 26.00 28.50 10629 33.00 P6 Job :65807 Plan :A Code :2019 CBC P3 P4 PS n+ * ' 1 1 111-n .. [] Reactions (D+Lr+L/Max. Load comb.) Down 6367/7444 9138/10428 Up 0/0 0/0 9767/10898 0/0 832811066s5hear Oiagragm:(1.0 + 0.105xSds)O + 0.75x0.7xnxE + O. 75(L + Lr) 0/-802 w/ 4X8 at support 1 (at 3'-0")(1) w/ 4X8 at support 2 (at 9'-8")<1) w/ 4X8 at support 3 (at 21'-3")<1 ) w/ 4X8 at support 4 (at 30'-0")(1) USE PARALLAM 7" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =10629 LB@ 10.08' 1.5xV/(F'vx A)=0.351 F'v= 547, A= 83.13 Critical Moment =-26516 LB-FT@ 30.00' M/(F\x S)=0.360 F'b= 5376, S = 164.52 Critical Deflection for TL = -0.066 INCH@ 0.00' s L/180 = 0.200" Critical Deflection for LL= -0.024 INCH@ 0.00' s L/270 = 0.133" • Omega Strength factor n = 2.5 is considered but may not a controlling case Used Section ASCE 12. 4.3. 1 Exception Per SDPWS 4. 3.3, Em = 2 x S. W. capacity x Ht ( 1} selected post does not consider combined axial load and out•of•plane bending Page 29 of 117 4JJIJ::c> \([[1ILv "QU([Y -26516 Moment Oiagragm:(1.0 + 0.14xSds)O + 0.7xnxE [V c1TTo <zJJIDY -0.095 Deflection Diagram:D + Lr+ L <tj Version: 8.4 \ GOUVIS ngine in consulting group, inc. BEAM 38 : FL BM@ OVER GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 32 pl/from 0.00ft to 12.75ft Pointfrom Support 1 of Beam 37@ 12.75ft, ( 0•3908 Lr=233 L=2227 W=2100 E=2256) (P1) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 0/109 6982/8126 Up -207/-274 0/0 wl 4X8 at support 2 (at 12'-0")(1) USE PARALLAM 7" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =6156 LB @ 12.08' 1.5xV/(F' vX A)=0.390 F'v= 285, A = 83.13 Critical Moment =-4610 LB-FT @ 12.00' Ml(F'bx S)=0.120 F'b= 2800, S = 164.52 Critical Deflection for TL = Critical Deflection for LL = -0,012 INCH @ 12.75' s L/180 = 0.050" -0.005 INCH @ 12.75' s L/270 = 0.033" BEAM 39 : FL BM@ OVER GARAGE @ 1st Floor Loads (Downward+) SELF_WEIGHT 24 pl/from 0.00ft lo 12.75ft PointfromSupport3 ofBeam37@12.75lt,(O=5647 Lr=1252 L=2868 W=1128 E=2881)(P1) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 0/54 105401117 41 Up -467 /-538 0/0 w/ HU610 at support 1 (at O' -0"/ wl 4X6 at support 2 (at 12'-0") 1> USE PARALLAM 5 1/4" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =8531 LB @ 12.08' 1.5xV/(F',x A)=0.720 F'v= 285, A= 62.34 Critical Moment =-6393 LB-FT@ 12.00' Ml(F°bx S)=0.222 F'b= 2800, S = 123.39 Critical Deflection for TL = -0.026 INCH@ 12.75' s L/180 = 0.050" Critical Deflection for LL= -0.012 INCH@ 12.75' s U270 = 0.033" ( 1) selected post does not consider combined axial load and out-of-plane bending Page 30 of 117 Job :65807 Plan :A Code :2019 CBC P1 1 + 12.00 12.75 12.75 ill Shear Oiagragm:D • L I I i j r:rn:rrtI[[[[[l -4610 Moment Oiagragm:D + L sertJ1IIJJJJI 111 fTrTJh Gl -0.012 Deflection Diagram:D + Lr+ L P1 i. 1 + 12.00 12.75 12.75 ss!1 ill Shear Oiagragm:D + L I I i j j r:rn:rrtI[[[[[l ~393 Moment Diagragm:D + L a:erIJlIIIII I I I lfTrTb» Gl -0.026 Deflection Diagram:D + Lr+ L Version: 8.4 '· Gouv1s en inee in consulting group, inc. BEAM 40 : FL BM @OVER GARAGE@ 1st Floor Loads (Downward +) SELF_WEIGHT 24 plffrom 0.00ft to 12. 75ft Point from Support 4 of Beam 37@ 12. 75ft, ( 0=5454 Lr=1191 L=1683 W=4075 E=29B0) (P1) + :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 0/136 9011/11495 Up -377/-523 0/-755 wl 2-2X6 at support 2 (at 12'-0")(1> USE PARALLAM 5 114" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =7153 LB@ 12.08' 1.5xV/(F'vx A)=0.604 F'v= 285, A= 62.34 Critical Moment =-5360 LB-FT@ 12.00' M/(F\x S)=0.186 f'b= 2800, S = 123.39 Critical Deflection for TL = Critical Deflection for LL = -0.022 INCH@ 12.75' :5 L/180 = 0.050" -0.008 INCH @ 12.75' :5 L/270 = 0.033" BEAM 41A: FL BM@OVER GARAGE@ 1st Floor Loads (Downward+) SELF_WEIGHT WALL_/ 32 plffrom 0.00ft to 12.00ft 90 PLF = 9. 00' x 10. 00 from 5. 00' to 12. 00' FLOOR_P 564 PLF = 20.50' x (15.00+40.00)/2 from 0.00' to 5.00' FLOOR_P 316 PLF = 11.50' x (15.00+40.00)/2 from 5.00' to 12.00' Point from Support 2 of Beam 16@ 5ft, ( 0=6974 Lr=2736 L=5705) (P1) Point from Support 1 of Beam 23@ 5ft, ( 0=1145 Lr=795 L=245) (P2) Point from Support 3 of Beam 33@ 5ft, ( 0=376 Lr=78 L=463 W=415 E=226) (P3) Point from Support 1 of Beam 35@ 12ft, ( 0=1864 Lr=434 L=183 W=2025 E=2698) (P4) Point from Support 1 of Beam 21A @ 5ft, ( W=39 E=78) (P5) Point from Support 2 of Beam 21A@ 12ft, ( 0=2833 Lr=513 L=766 W=222 E=448) (P6) Point from Support 1 of Beam 40@ 8. 75ft, ( W=255 E=186) (P7) + :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 7899/7300 21845/22840 Up 0/0 0/0 w/ HGUS7.25/10 at support 1 (at 0'-0") w/ trim at support 2 Designed by engineer (at 9'-0")(1> USE PARALLAM 7" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-11973 LB @ 8.67' 1.5xV/(F' vX A)=0. 758 F'v= 285, A= 83.13 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =26319 LB-FT@ 5.00' M/(F'bx S)=0.686 f'b= 2800, S = 164.52 -0.176 INCH @ 4.42' :5 L/280 = 0.386" -0.122 INCH @4.50' :5 L/480 = 0.225" (1) selected post does not consider combined axial load and out•of•plane bending Page 31 of 117 Job :65807 Plan :A Code : 2019 CBC P1 1 + 12.00 12.75 12.75 71 3 ill Shear Diagragm:D + L I I '1JJJIIIIIIIIIIV -5360 Moment Diagragm:D + L cefTJ1JJJJII 1111 ~ 'tl --0.022 Deflection Diagram:D + Lr+ L Pl P7 PO j, * \ + 9.00 12.00 5.00 5.00 5.00 5.00 12.00 12.00 111111 IJ 1 1 ll -11973 Shear Diagragm:D + L 26319 ~ 'Z([[1JP' Moment Diagragm:D + L '<ltQOJJll]1D5> efJ1]1l --0.122 Deflection Diagram:Lr + L Version: 8.4 GOUVIS engine ·o consulting group, inc. BEAM 418 : FL BM @ OVER GARAGE @ 1st Floor Loads (Downward+) SELF_WEIGHT 24 plffrom 0.00ft to 17.25ft WALL_/ 90 PLF = 9.00' x 10.00 from 0.00' to 3.00' FLOOR_P 330 PLF = 12.00' x (15.00+40.00)/2 from 0.00' to 3.00' FLOOR_P 96 PLF = 3.50' x (15.00+40.00)/2 from 0.00' to 5.75' FLOOR_P 550 PLF = 20.00' x (15.00+40.00)/2 from 5. 75' to 17.25' Poinl from Support 1 of Beam 16@ 3ft, ( 0=7210 Lr=3012 L=5659) (P1) T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 6699/5817 15113/13255 2101/2101 0/0 Up 0/0 0/0 w/ 2-2X6 at support 1 (at 0'-0")(1l w/ 3-2X6 at support 2 (at 5'-9")(11 w/ HU610 at support 3 (at 17'-3") USE PARALLAM 5 1/4" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-9213 LB@ 5.42' 1.5xV/(F' vX A)=0.778 F'v= 285, A = 62.34 Critical Moment =14067 LB-FT @ 3.00' M/(F'bx S)=0.489 F'b= 2800, S = 123.39 Critical Deflection for TL = Critical Deflection for LL = -0.050 INCH@ 2.75' s L/280 = 0.246" -0.026 INCH @ 2.75' s L/480 = 0.144" BEAM 42 (DROP): TOP FL BM @ OVER GARAGE@ 1st Floor Loads (Downward +) SELF_WEIGHT 30 plffrom 0.00ft to 21.50ft Point from Support 1 of Beam 41A@ 9ft, ( 0=2763 Lr=1249 L=3887 W=400 E=914 ) (P1) Point from Support 3 of Beam 418@ 9ft. ( 0=589 L=1512) (P2) Point from Support 3 of Beam 37@ 21.5ft, ( 0=5647 Lr=1252 L=2868 W=1128 E=2881) (P3) T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 556614986 14750115508 Up 0/0 010 wl 4X8 trim at support 1 (at 0'-0")(1) w/ 4X8 trim at support 2 (at 20'-9")11> USE GLB 24F-V4 6 3/4" x 16 1/2" (Fb= 2400/1850, Fv= 265) Critical Shear =8535 LB @ 20.83' 1.5xV/(F' vX A)=0.434 F'v= 265, A = 111 .38 Critical Moment =43413 LB-FT@ 9.00' M/(F'bx S)=0.748 F'b= 2274, S = 306.28 Critical Deflection for TL = -0.638 INCH @ 9.83' s L/280 = 0.889" Critical Deflection for LL = -0.422 INCH @ 9.83' s L/480 = 0.519" (1) selected post does not consider combined axial load and out-of-plane bending Page 32 of 117 Job :65807 Plan :A Code .2019 CBC P1 ' * 1 1 5.75 I 17.25 ~ [IOJ fJJJ:cn:r.-. W]j sc::c:s:n -9213 Shear Diagragm:D • L 14067 O:CI I I I D::z::, Moment Diagragm:D + L \ClOJY 477> <cJJJll1]JY -0.050 Deflection Diagram:D • Lr• L P2 P3 ' * ' 1 20.75 21.50 9.00 I 9.00 I 21.50 8 35 111111111111 ~ iii iii I I I I I I I Shear Diagragm:D + L 43413 ~ <> Moment Diagragm:D + L <ttUJJlll1IW]II -0.422 Deflection Diagram.Lr + L Version: 8.4 GOUVIS nginee in consulting group, inc. BEAM 43STEEL (DROP): HDR@OVER GARAGE@ 1st Floor Loads (Downward+) SELF_WEIGHT 54 plffrom 0.00ft to 16.25ft DECK 300 PLF = 8.00' x (15.00+60.00)/2 from 0.00' to 6. 75' Point from Support 2 of Beam 32 @ 6. 75ft, ( 0 =468 L=1346) (P1) Point from Support 2 of Beam 41A@ 7ft, ( 0=12172 Lr=3144 L=6529 W=2910 E=4550) (P2) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 15463/15530 11003111213 Up 0/0 0/0 USE W1 0X54 {Fy = 50 ksi, E = 29000 ksi) Completely Unbraced Critical Shear =19171 Critical Moment =1 26630 LB@ 0.00' Va / (Vn/Ov) =0.257 Vn/Ov= 74.740 kips, Aw= 3.737 in2 LB-FT@ 7.00' Ma/(Mn/Ob)= 0.762 Mn/Ob= 166.168 k-ft, Sx = 60 in3 Cb= 1.37, Rm= 1.00 Critical Deflection for TL = -0.434 INCH @ 7.75' :s L/280 = 0.696" Critical Deflection for LL= -0.203 INCH @ 7.75' :s L/480 = 0.406" BEAM 43: HDR@ OVER GARAGE@ 1st Floor Loads (Downward +) SELF_WEIGHT 52 pl/from 0.00ft to 16.25ft DECK 225 PLF = 6.00' x {15.00+60.00)/2 from 0.00' to 6.75' Point from Support 2 of Beam 32@ 6.5ft, / 0=468 L=1346) (P1) Point from Support 2 of Beam 41A@ 7ft. ( 0=12172 Lr=3144 L=6529 W=2910 E=4550) (P2) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 15097/15234 10860/11094 Up 0/0 0/0 wl trim at support 1 Designed by engineer (at 0'-0")(1> wl trim at support 2 Designed by engineer (at 16'-3")(11 USE GLB 24F-V4 10 314" x 18" (Fb= 2400/1850, Fv= 265) Critical Shear =13218 LB @ 0.33' 1.5xV/(F' vX A)=0.387 F'v= 265, A = 193.50 Critical Moment =85703 LB-FT @ 7.00' M/(F'bx S)=0.807 F'b= 2196, S = 580.50 Critical Deflection for TL = -0.400 INCH@ 7.75' :s L/280 = 0.696" Critical Deflection for LL = -0.186 INCH @ 7. 75' s L/480 = 0.406" (1) selected post does not consider combined axial load and out-of-plane bending Page 33 of 11 7 Job :65807 Plan :A Code :2019 CBC m2 ' i ' 16.25 6.75 I 7.00 I 19171 ~ I I I I I I I I I ~1111111111111 II ShearDiagragm:(1.0 + 0.105xSds)D + 0.75x0.7xOxE + 0. 75(L + Lr) 126630 ~ Moment Diagragm:/1.0 + 0.105xSds)D + 0. 75x0. 7x0xE + 0. 75/L + Lr) '<QJJJl[11.111J_[[IL]P' -0.433 Deflection Diagram:D + Lr+ L PP2 # 16.25 6.50 7.00 13218 1[111111111 ~ 111111111111111 Shear Diagragm:D + L 85703 Moment Diagragm:D + L '<QJJ]J] I I.I 11IOJ1-DY -0.400 Deflection Oiagram:D + Lr+ L Version: 8.4 \.--------------------------, GOUVIS ngineerng consulting group, inc. 1L I- T'"" ROOF SHEAR WALL LAYOUT UNIT TYPE A 7 Job :65807 Plan :A Code :2019 CBC GOUVIS ngineering consulting group, inc. 1 1L l J u ~ -- 3RD FLOOR SHEAR WALL LAYOUT UNIT TYPE A Job :65807 Plan :A Code :2019 CBC \-------------------------- GOUVIS nuineerinu consu lting group, inc. I- ~ 2ND FLOOR SHEAR WALL LAYOUT UNIT TYPE A Job :65807 Plan :A Code : 201 9 CBC \ GOUVIS nginee in consulting group, inc. SECTION 1 -DIRECTION L BLDG DIMENSION (FT): BASE HT= 0.5 HEIGHT = 29.0 B = 35.5 L = 34.5 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 28.0 WIDTH = 35.5 DEPTH = 34.5 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 7.5' FLR. DEPTH = 11.875" ASCE 7-16, MWFRS -DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED= 110MPH WIND EXPOSURE= C Job :65807 Plan :A Code :2019 CBC COEFFICENTS: Kd=0.85, K,1= 1.00, Ke= 1.00, Ki,= 0.98, G = 0.85, Gcp,= ±0.18, w = 1.00, qh= 25.68PSF INTERPOLATION: UB => YES, h/L => YES, 0 => YES WIND HEIGHT (FT): 15 20 25 50 30 40 WALL PRESSURE wP (PSF): 26.11 27.06 27.84 30.5 28.5 29.6 ROOF ELEMENT WDIR+ WDIR-OWDIR+ UDIR-OWDIR-UDIR+ Gable W=35.5' L=17.25' Windward 13.11 22.54 15.86 12221 6.42 17882 Gable W=35.5' L=17.25' Leeward 15.86 6.42 13.11 12221 22.54 17882 WIND LOAD: ROOF= 84.85 = 0.6 x 141.41 PLF (MAX.) UPLIFT AVE.= 17.52 PSF 2-FLR = 146.53 = 0.6 x 244.22 PLF 1-FLR = 145.22 = 0.6 x 242.03 PLF MAX TOTAL = 376.60 PLF Soil Report number: 9324.1, By: Hetherington Engineering, Inc., Date: 6/21/2021 ASCE 7-16, EQUIVALENT LATERAL FORCE (ELF) PROCEDURE SEISMIC PARAMETERS: S,= 1.090 S1= 0.400 F0 = 1.20 Fv= 1.90 Ry=6.50 SITE CLASS:D (Default) Sos=2FaS,/3 =0.872 So1=2FvS1/3 =0.507 Soc=D V= SosX I x W / (1 .4 x R)= 0.0958W ROOF: DL ROOF = 23.00 x 1050.00 / 35.50 = DL EXT WALL = 15.00 x 71 .00 x 3.75 / 35.50 = DL INT WALL= 10.00 x 71 .00 x 3.75 / 35.50 = SHEAR= 2-FLR: DL ROOF = DL FLOOR= DL DECK = DL EXT WALL= DL INT WALL= SHEAR= 1-FLR: DL ROOF = 0.0958 X (680.28 + 112.50 + 75.00) = 23.00 X 50.00 / 35.50 = 15.00 X 1050.00 / 35.50 = 15.00 X 100.00 / 35.50 = 112.50 + 15.00 X 70.00 X 4.50 / 35.50 = 75.00 + 10.00 X 35.50 X 4.50 / 35.50 = 0.0958 X (32.39 + 443.66 + 42.25 + 245.60 + 120.00) = 23.00 X 66.00 / 35.50 = DL FLOOR = 15.00 x 960.00 / 35.50 = DL DECK = 15.00 x 260.00 / 35.50 = DL EXT WALL = 133.10 + 15.00 x 70.00 x 4.00 / 35.50 = DL INT WALL= 45.00 + 10.00 x 35.50 x 4.00 I 35.50 = SHEAR= 0.0958 x (42.76 + 405.63 + 109.86 + 251.41 + 85.00) = TOTAL SEISMIC LOAD = 83.13 + 84.68 + 85.71 = REDISTRIB.: 867.8 x 26.5 + 883.9 x 18.0 + 894.7 x 8.0 = 46064 PLFxFT SHEAR ROOF= 253.52 x 867.78 x 26.5 / 46064 = SHEAR 2-FLR= 253.52 x 883.91 x 18.0 / 46064 = SHEAR 1-FLR= 253.52 x 894.66 x 8.0 / 46064 = ROOF: 126.56 PLF SEISMIC GOVERN 2-FLR: 231.38 PLF WIND GOVERN 1-FLR: 376.60 PLF WIND GOVERN ROOF DIAPHRAGM: V = 126.56 PLF ALIGN MAX SHEAR= 126.56 x 35.50 I (2 x 34.50) = 65.12 PLF USE: 15/32" CDX RATED UNBLOCKED 32116 wl8d COMMON NAILS AT 6" 6" 12" O.C. CHORD FORCE= 126.56 x 35.50 2 / (8 x 34.50) = 577.91 LBS 1.=1.00 k =1.00 680.28 PLF 112.50 PLF 75.00 PLF 32.39 PLF 443.66 PLF 42.25 PLF 245.60 PLF 120.00 PLF 42.76 PLF 405.63 PLF 109.86 PLF 251.41 PLF 85.00 PLF 126.56 PLF 87.57 PLF 39.39 PLF SPLICE W/MIN. (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION/ 2-FLR DIAPHRAGM: V = 146.53 PLF ALIGN MAX SHEAR= 146.53 x 35.50 I (2 x 34.50) = 75.39 PLF USE: 23132" CDX RATED UNBLOCKED wl10d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 146.53 x 35.50 2 / (8 x 34.50) = 669.09 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION/ 1-FLR DIAPHRAGM: V = 145.22 PLF ALIGN MAX SHEAR= 145.22 x 21 .00 I (2 x 34.50) = 44.20 PLF USE: 23/32" CDX RA TED UNBLOCKED wl1 0d COMMON NAILS AT 6", 6" 12" 0. C. CHORD FORCE= 145.22 x 21.00 2 / (8 x 34.50) = 232.03 LBS SPLICE WI MIN (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCT/ON/ ( 1) Load from Diaphragm Only Page 37 of 117 83.13 PLF 84.68 PLF 85.71 PLF 253.52 PLF (126.56 PLF(1l) (110.11 PLF(1l) (111 .45 PLF(1l) Version: 8.4 GOUVIS ngin consulting group, inc. SECTION 1 -DIRECTION T BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 29.0 B = 35.5 L = 34.5 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT = 29.8 WIDTH = 34.5 DEPTH = 35.5 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 7.5' FLR. DEPTH = 11.875" ASCE 7-16, MWFRS -DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 110MPH WIND EXPOSURE= C Job :65807 Plan :A Code : 2019 CBC COEFFICENTS: Kd=0.85, Kz1= 1.00, Ke= 1.00, Ki,= 0.98, G = 0.85, Gcpi= ±0.18, w = 1.00, qh= 25.68PSF INTERPOLATION: UB => YES, h/L => YES, 9 => YES WIND HEIGHT (FT): 15 20 25 30 40 WALL PRESSURE wP (PSF): 25.99 26.93 27.71 28.37 29.47 ROOF ELEMENT WDIR+ WDIR-OWDIR+ OWDIR-UDIR+ Hip RoofW=34.5' L=17.5' Windward -12.81 12.81 47.82 22.21 10420 Hip Roof W=34.5' L=17.5' Leeward 47.82 22.21 -12.81 12.81 10420 WIND LOAD: ROOF= 88.17 = 0.6 x 146.96 PLF (MAX.) UPLIFT AVE.= 10.21 PSF 2-FLR = 145.85 = 0.6 x 243.09 PLF 1-FLR = 144.51 = 0.6 x 240.86 PLF MAX TOTAL = 378.54 PLF Soil Report number: 9324.1, By: Hetherington Engineering, Inc., Date: 6/21/2021 ASCE 7-16, EQUIVALENT LATERAL FORCE (ELF) PROCEDURE SEISMIC PARAMETERS: Ss= 1.090 S,= 0.400 F.= 1.20 Fv= 1.90 Rx=6.50 SITE CLASS:D (Default) Sos=2FaS5/3 =0.872 So,=2FvS,/3 =0.507 Soc=D V= SosX I x W / (1 .4 x R)= 0.0958W ROOF: DL ROOF= 23.00 x 1050.00 / 34.50 = DL EXT WALL = 15.00 x 69.00 x 3. 75 / 34.50 = DL INT WALL= 10.00 x 69.00 x 3.75134.50 = SHEAR= 2-FLR: DL ROOF = DL FLOOR = DL DECK= DL EXT WALL= DL INT WALL= SHEAR= 1-FLR: DL ROOF = 0.0958 X (700.00 + 112.50 + 75.00) = 23.00 x 50.00 I 34.50 = 15.00 X 1050.00 / 34.50 = 15.00 X 100.00 / 34.50 = 112.50 + 15.00 X 69.00 X 4.50 / 34.50 = 75.00 + 10.00 x 34.50 x 4.50 I 34.50 = 0.0958 X (33.33 + 456.52 + 43.48 + 247.50 + 120.00) = 23.00 X 66.00 I 34.50 = DL FLOOR = 15.00 x 960.00 I 34.50 = DL DECK= 15.00 x 260.00 I 34.50 = DL EXT WALL= 135.00 + 15.00 x 69.00 x 4.00 I 34.50 = DL INT WALL= 45.00 + 10.00 x 34.50 x 4.00 / 34.50 = SHEAR = 0.0958 x (44.00 + 417.39 + 113.04 + 255.00 + 85.00) = TOTAL SEISMIC LOAD = 85.02 + 86.30 + 87.60 = REDISTRIB.: 887.5 x 26.5 + 900.8 x 18.0 + 914.4 x 8.0 = 47049 PLFxFT SHEAR ROOF= 258.93 x 887.50 x 26.5 / 47049 = SHEAR 2-FLR= 258.93 x 900.83 x 18.0 / 47049 = SHEAR 1-FLR= 258.93 x 914.43 x 8.0 / 47049 = ROOF: 2-FLR: 129.43 PLF SEISMIC GOVERN 234.02 PLF WIND GOVERN 1-FLR: 378.54 PLF WIND GOVERN ROOF DIAPHRAGM: V = 129.43 PLF ALIGN MAX SHEAR= 129.43 x 34.50 I (2 x 35.50) = 62.89 PLF USE: 15132" CDX RATED UNBLOCKED 32116 wl8d COMMON NAILS AT6" 6". 12" O.C. CHORD FORCE= 129.43 x 34.50 2 / (8 x 35.50) = 542.45 LBS 1.=1.00 50 30.37 UDIR- 4839 4839 k =1.00 700.00 PLF 112.50 PLF 75.00 PLF 33.33 PLF 456.52 PLF 43.48 PLF 247.50 PLF 120.00 PLF 44.00 PLF 417.39 PLF 113.04 PLF 255.00 PLF 85.00 PLF 129.43 PLF 89.24 PLF 40.26 PLF SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) 2-FLR DIAPHRAGM: V = 145.85 PLF ALIGN MAX SHEAR= 145.85 x 34.50 / (2 x 35.50) = 70.87 PLF USE: 23132" CDX RATED UNBLOCKED wl10d COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE= 145.85 x 34.50 2 / (8 x 35.50) = 611.27 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) 1-FLR DIAPHRAGM: V = 144.51 PLF ALIGN MAX SHEAR= 144.51 x 23.00 I (2 x 35.50) = 46.81 PLF USE: 23132" CDX RATED UNBLOCKED wl10d COMMON NAILS AT 6" 6" 12" O.C. CHORD FORCE= 144.51 x 23.00 2 / (8 x 35.50) = 269.18 LBS SPLICE WIMIN. /5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) (1) Load from Diaphragm Only Page 38 of 117 85.02 PLF 86.30 PLF 87.60 PLF 258.93 PLF (129.43 PLF(1>) (1 12.22 PLF(1>) (1 13.91 PLFP>) Version: 8.4 GOUVIS n i e consulting group, inc. I 1L_ROOF 35.50ft Wind: 1506(LB) Seismic: 2398(LB) = 2246 + 152 6.00 • Strap (E) Wind: 1506 Seismic: 2246 ® 7.00 2.50 1.00 4.50 Job :65807 Plan :A Code :2019 CBC 7.50 2.50 1.00 0.00 i-1 --~------..... --... --..... ---~---..... -----A---""""!!-""'I 33.50 8.50 11.50 15.00 ~ -823 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 1 3rd Floor ON GRID 1 Exterior Direction: L Location:(0.00,0.00) Total Length = 33.50 ft Total panel Length = 10.00ft (Net Length= 9.40ft) Shear Diaphragm = 2398 / 33.50 = 72 plf Use (7 A35) or (5 LSS0) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2398 / 9.40 = 255 plf (Flexible} Max. Drag = 823 lbs Max panel deflection: t.M = (4.0/1.00) xlis x 1.4 = 1.154" :5 0.020 x 90.00 = 1.800" Use TYPE 1 Design Report: Loads: Wall 112.SOplf= 15x 7.50' Overturn Analysis Uplift(T) Panel @ b = 3.00 Down(C) h = 7.50 Net length = 3.00 * (2b/h) = 2.40 Left Side: Right Side: T = 1481 LB T = 1481 LB C = 1676 LB C = 1676 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 7.00 h = 7.50 Net length = 7.00 Left Side: T = 1758 LB C = 2062 LB (2)CS16/(2)2x4 Right Side: T = 1758 LB C = 2062 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Page 39 of 117 (p = 1.0) Version: 8.4 Gouv1s enuinee in consulting group, inc. I 1L_2_FL 35.50ft Wind: 2601 Seismic: 1554 from SW 1 (W=1506LB, E=2398LB) from 0.00ft to 33. 75ft (100%) Wind: 4107(LB) = 2601 + 1506 Seismic: 4245(LB) = 1554 + 140 + 2550 6.00 4.50 3.00 2.50 1.5 1.0a! 50 • Strap (E) Post/stud required to transfer load from ABV. 2.50 1 00 9.00 7.00 2.50 1.00 7.00 0.00 ~1 .. d:::::+>, .... -............. 1 .. c:::::::e::::::--------.... ~--..... B ..... ___ A ____ I 32.50 4.50 7.50 15.00 ~ -1371 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 1 2nd Floor ON GRID 1 Exterior Direction: L Location:(0.00,0.00) Total Length = 32.50 ft Total panel Length = 10.00ft (Net Length= 9.00ft) Shear Diaphragm= 4245 / 32.50 = 131 plf Use (11 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4245 / 9.00 = 472 plf (Flexible) Max. Drag= 1371 lbs Max panel deflection: t1M = (4.0/1 .00) xt1s x 1.4 = 1.294" s 0.020 x 108.00 = 2.160 " Use TYPE 3 Design Report: Loads: Waif 135.00 pl/= 15 X 9.00' Overturn Analysis Uplift(T) Panel @ b = 3.00 Down(C) h = 9.00 Net length = 3.00 • (2b/h) = 2.00 Left Side: T = 2852 LB C = 3185 LB (2)CS16/(2)2x4 Right Side: T = 2852 LB C = 3185 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel @ b = 7.00 h = 9.00 Net length = 7.00 Left Side: T = 4093 LB C = 4495 LB (2)CS14/(2)2x4 Right Side: T = 4093 LB C = 4495 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Provide CS16/2x4@ 11.50ft to transfer load (1481 lbs) to below Plywood shear wall to be nailed to all studs receiving holdowns Page 40 of 117 (p = 1.0) Job :65807 Plan :A Code :2019 CBC Version: 8.4 GOUVISengi eeri consulting group, inc. I 1L 1_FL 14.00ft Wind: 1017 Seismic: 276 from SW 1 (W=4107LB, E=4245LB) from 0.00ft to 33.00ft (100%) Wind: 5124(LB) = 1017 + 4107 Seismic: 4819(LB) = 276 + 158 + 4385 4.50 6.00 5.00 • Strap (E) T Hold down I ; PosUstud required to transfer load from ABV. 1856 9.00 8.00 000 1 ~1"" A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) 7.39 11.50 17.50 23.26 25.75 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 1 1st Floor ON GRID 1 Exterior Direction: L Location:(0.00,0.00) Total Length= 31.75 ft Total panel Length= 12.00ft (Net Length= 12.00ft) Shear Diaphragm= 5124 / 31.75 = 161 plf Use (12 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5124 / 12.00 = 427 plf (Flexible) Max. Drag= 1856 lbs Max panel deflection: t:.M = (4.0/1.00) x t:.s x 1.4 = 1.798" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00 pl/= 15 K 8.00' Overturn Analysis Uplift(T) Down(C) h = 8.00 Panel @ b = 6.00 Net length = 6.00 Left Side: T = 3534 LB C = 3785 LB HTT5/4x6 (•) (I) w/ DBL BLK'G Right Side: T = 3534 LB C = 3785 LB HTT5/4x6 (*) (I) w/ DBL BLK'G Use HTTSl4x6 (I) on both ends wl (2) 518" x 12" Anchor Bolt (@ 56" 0. C. max) Panel @ b = 6.00 h = 8.00 Net length = 6.00 Left Side: Right Side: T = 3279 LB T = 3279 LB C = 3674 LB C = 3674 LB STHD10/4x4 STHD14/4x4 Use STHD10I4x4 @ L. and Use STHD14I4x4 @ R. wl (2) 518" x 12" Anchor Bolt (@ 56" 0. C. max) Provide STHD10/4x4@ 4.50ft for Tension (2852 lbs) from above • User refered Page 41 of 117 (I) Hold down Inside of panel (0) Hold down Outside of panel (p = 1.0) Job :65607 Plan :A Code :2019 CBC Version: 8.4 GOUVIS Di consulting group, inc. I 1L_1_FL 35.50ft Wind: 2578(LB) Seismic: 1655(LB) = 1521 + 133 9.50 • Strap (E) Wind: 2576 Seismic: 1521 14.00 6.00 0.00 ~I -~._ _______ ..,_ _ __..._~-----------A-----•I 31.50 9.50 ~ -1146 Drag Force Analysis A: Simpson ST22 (1192LB) ALT ( 10) #16 sinker per top plate splice Design Analysis WALL2 1st Floor ON GRID 2 Exterior Direction: L Location:(14.00,0.00) Total Length= 31 .50 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 2578 / 31.50 = 82 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2578 / 8.00 = 322 plf {Flexible) Max. Drag = 1146 lbs Max panel deflection: ~M = (4.0/1 .00) x ~s x 1.4 = 0.868" :5 0.020 x 96.00 = 1.920" Use TYPE 2 Design Report: Loads: Wall 120.00plf: 15x8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Net length= 8.00 Left Side: Right Side: T = 2332 LB T = 2332 LB C = 2758 LB C = 2758 LB STHD10/4x4 STHD10/4x4 Use STHD10/4x4 on both ends w/ (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) Page 42 of 117 (p = 1.0) Job :65607 Plan :A Code :2019 CBC Version: 8.4 Gouv1s engine • consulting group, inc. I 1L_ROOF 35.50ft Wind: 1506(LB) Seismic: 23BB(LB) = 2246 + 142 9.00 • Strap (E) o.oo I Wind: 1506 Seismic: 2246 2.00 Drag Force Analysis 4.50 2.00 1466 14.22 17.50 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 3 3rd Floor ON GRID 3 Exterior Direction: L Location:(35.50,0.00) Total Length = 28.50 ft Total panel Length= 7.50ft (Net Length= 7.50ft) Shear Diaphragm = 2388 / 28.50 = 84 plf 7.50 7.50 3.50 vs 128.50 2 . (p = 1.0) Use (6 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2388 / 7.50 = 318 plf (Flexible) Max. Drag = 1467 lbs Max panel deflection: 6M = (4.0/1.00) x6s x 1.4 = 0.851" s 0.020 x 90.00 = 1.800" Use TYPE 2 Design Report: Loads: Wall 112.50 plf= 15x 7.50' Overturn Analysis Uplift(T) Panel @ b = 7.50 Down(C) h = 7.50 Net length = 7.50 Left Side: Right Side: T = 2225 LB T = 2225 LB C = 2548 LB (2)CS16/(2)2x4 C = 2548 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Page 43 of 117 Job :65807 Plan :A Code :2019 CBC Version: 8.4 GOUVIS I n ine in consulting group, inc. 1L_2_FL 35.50ft Wind: 2601 Seismic: 1554 from SW 3 (W=1506LB, E=2388LB) from 0.00ft to 34.00ft (100%) Wind: 4107(LB) = 2601 + 1506 Seismic: 4273(LB) = 1554 + 189 + 2530 9.00 9.00 2.00 1.5 • Strap (E) PosUstud required to transfer load from ABV. 1594 T r 50 3.50 9.00 12.00 5.00 4.00 o.oo I ~ 9.34 12.50 ~ I 33.so 4.50 Drag Force Analysis A: Simpson ST22 (1192LB) 8: Simpson ST6224 (2134LB) WALL 3 2nd Floor ON GRID 3 ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(35.50,0.00) Total Length = 33.50 ft Total panel Length = 12.00ft (Net Length= 12.00ft) Shear Diaphragm = 4273 / 33.50 = 128 plf Use (10 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4273 / 12.00 = 356 plf (Flexible) Max. Drag= 1595 lbs Max panel deflection: t:.M = (4.0/1.00) x t:.s x 1.4 = 1.120" s 0.020 x 108.00 = 2.160" Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15x9.00' Overturn Analysis Uplift(T) Panel @ b = 12.00 Down(C) h = 9.00 Net length= 12.00 Left Side: T = 4139 LB C = 4788 LB (2)CS14/(2)2x4 Right Side: T = 3931 LB C = 4544 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving ho1downs Page 44 of 117 (p = 1.0) Job :65807 Plan :A Code : 2019 CBC Version: 8.4 Gouv1s enuinee in consulting group, inc. I 1L_ 1_FL 21.00ft Wind: 1525 Seismic: 414 100% lateral Load from SW 3 (W=4107LB, E=4273LB) Wind: 5632(LB) = 1525 + 4107 Seismic: 5021(LB) = 414 + 145 + 4462 4.00 4.00 • Strap (E) 8.00 7.50 o.oo I ~ B A I 27.50 ~ A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL 3 1st Floor ON GRID 3 5.82 8.00 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(35.50,0.00) Total Length= 27.50 ft Total panel Length = 12.00ft (Net Length= 12.00ft) Shear Diaphragm = 5632 / 27.50 = 205 plf Use (14 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5632 / 12.00 = 469 plf (Flexible) Max. Drag= 1638 lbs Max panel deflection: £1M = (4.0/1 .00) x L'ls x 1.4 = 1.277" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Panel @ b = 12.00 Down(C) h = 8.00 Net length= 12.00 Left Side: Right Side: T = 3363 LB T = 3363 LB C = 3930 LB C = 3930 LB STHD10/4x4 STHD10/4x4 Use STHD10/4x4 on both ends wl (5) 518" x 12" Anchor Bolt (@ 32" 0. C. max) Page 45 of 117 (p = 1.0) Job :65807 Plan :A Code :2019 CBC Version: 8.4 Gouv1s enuinee in consulting group, inc. 1T_ROOF I 34,50ft Wind: 1521(LB) Seismic: 3074(LB) = 1.3 • ( 2233 + 132) 0.50 9.04 • Strap (E) Wind: 1521 Seismic: 2233 3.00 5.00 2.75 2.50 1346 ® 8.00 Job :65607 Plan :A Code :2019 CBC 7.50 o.oo I ~,"~ 9. 79 13.79 25.26 27.04 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL A 3rd Floor ON GRID A ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: T Location:(0.00,-34.50) Total Length = 35.04 ft Total panel Length = 12.00ft (Net Length= 12.00ft) Shear Diaphragm= 3074 / 35.04 = 88 plf Use (8 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 3074 / 12.00 = 256 plf (Flexible) Max. Drag= 1348 lbs Max panel deflection: t:.M = (4.0/1.00) x t:.s x 1.4 = 0.812" s 0.020 x 90.00 = 1.800" Use TYPE 1 Design Report: Loads: 112,50 plf = 15 X 7.50' Overturn Analysis Uplift(T) Panel @ b = 4.00 Down(C) h = 7.50 Net length= 4.00 Left Side: T = 1873 LB C = 2130 LB (2)CS16/(2)2x4 Right Side: T = 1873 LB C = 2130 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel @ b = 8.00 h = 7.50 Net length = 8.00 Left Side: Right Side: T= 1735LB T = 1735 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 2061 LB (2)CS16/(2)2x4 C = 2061 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Page 46 of 117 (p = 1.3) Version: 8.4 Gouv1senginee in consulting group, inc. 1T_2_FL I 34.50ft Wind: 2516 Seismic: 1539 100% lateral Load from SW A (W=1521LB, E=3074LB) Wind: 4037(LB) = 2516 + 1521 Seismic: 5379(LB) = 1.3 • ( 1539 + 101) + 3246 3.50 15.50 • Strap (E) 9.00 1. 0 3.75 5.00 3.75 o. oo I ~ 1678 ~ I 32.50 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) .50 20.00 23. 75 2l!Bl!!S Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALLA 2nd Floor ON GRID A Exterior Direction: T Location:(0.00,-34.50) Total Length ;: 32.50 ft Total panel Length ;: 11 .00ft (Net Length;: 8.97ft) Shear Diaphragm = 5379 / 32.50 = 166 plf Use (14 A35) or (11 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears ;: 5379 / 8.97 = 600 plf (Flexible) Max. Drag = 1678 lbs Max panel deflection: 6M = (4.0/1.00) x tis x 1.4 = 1.025" ~ 0.020 x 108.00 = 2.160" Use TYPE 4 Design Report: Loads: Wall 135.00 pl/= 15 X 9.00' Overturn Analysis Uplift(T) Down(C) h = 9.00 Panel @ b = 3.50 Left Side: Right Side: T = 4236 LB T = 4236 LB Net length = 3.50 * (2b/h) = 2.72 C = 4617 LB C = 4617 LB (2)CS 14/(2)2x4 (2)CS 14/(2)2x4 Use (2)CS14I(2)2x4 on both ends Panel @ b = 3.75 h = 9.00 Net length = 3. 75 * (2b/h) = 3.13 Left Side: T = 4527 LB C = 4914 LB (2)CS14/(2)2x4 Right Side: T = 4527 LB C = 4914 LB (2)CS14/(2)2x4 Use (2)CS14I(2)2x4 on both ends Panel @ b = 3.75 h = 9.00 Net length = 3. 75 * (2b/h) = 3.13 Left Side: Right Side: T = 4527 LB T = 4527 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 4914 LB C = 4914 LB (2)CS 14/(2)2x4 (2)CS 14/(2)2x4 Use (2)CS14I(2)2x4 on both ends Page 47 of 117 (p = 1.3) Job :65807 Plan :A Code :2019 CBC Version: 8.4 Go uv1s engineerin consulting group, inc. I 1T_1_FL 22.50ft Wind: 1626 Seismic: 453 100% lateral Load from SW A (W=4037LB, E=5379LB) Wind: 5663(LB) = 1626 + 4037 Seismic: 6230(LB) = 1.3 * ( 453 + 100) + 5511 5.00 1.50 2.25 T Hold down 16.00 2.25 Job :65807 Plan :A Code : 2019 CBC 8.00 0.00 .. , ~------7-+_2-;_+-~6~:E:1:ol:79::::D::::,:~-49 __ c __ 2_2.,._-=5-2-;_ ______ B:::~-t;:::===+-_ ---A~~--11 34.25 -4911 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) D: Simpson MST37 (4267LB) E: Simpson MST48 (4745LB) F: Simpson MST60 (5653LB) WALLA 1st Floor ON GRID A ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice ALT (24) #16 sinker per top plate splice ALT (32) #16 sinker per top plate splice ALT (36) #16 sinker per top plate splice Design Analysis Exterior Direction: T Location:(0.00,-34.50) Total Length = 34.25 ft Total panel Length= 7.25ft (Net Length= 7.25ft) Shear Diaphragm= 6230 / 34.25 = 182 plf Use (15 A35) or (11 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 6230 / 7.25 = 859 plf (Flexible) Max. Drag = 491 1 lbs Max panel deflection: ~M = (4.0/1.00) x ~s x 1.4 = 1.098" ~ 0.020 x 96.00 = 1.920" Use TYPE 5 Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Down(C) h = 8.00 Panel @ b = 7.25 Left Side: Right Side: T = 7053 LB T = 7228 LB T = 6564 LB Net length = 7.25 C = 7334 LB C = 7334 LB C = 7246 LB HDQ8/4x4(I) w/ DBL BLK'G HDQ8/4x6(I) w/ DBL BLK'G HDU8/4x4(O) w/ DBL BLK'G Use HDQ8/4x4 (I)@ L. and Use HDQ8/4x6 (I) @ R. or Use Combination of L. and R. wl (6) 518" x 12" Anchor Bolt (@ 12" 0. C. max) (I) Hold down Inside of panel (0) Hold down Outside of panel For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End Page 48 of 117 (p = 1.3) Version: 8.4 Gouv1s engi ee in consulting group, inc. I 1T_1_FL 34.50ft Wind: 2493(LB) Seismic: 2055(LB) = 1.3 • ( 1511 + 70) 14.00 • Strap (E) Wind: 2493 Seismic: 1511 11.50 Job ·65807 Plan :A Code :2019 CBC 8.00 0.00 1-1 -~,__;;_ _________ -+,1-01_2_ ...... _~---+-----A-----~1 34.50 14.00 ~ Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL B 1st Floor ON GRID B Exterior Direction: T Location:(0.00,-11.50) Total Length= 34.50 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2493 / 34.50 = 72 plf Use (6 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2493 / 8.00 = 312 plf (Flexible) Max. Drag = 1012 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.829" s 0.020 x 96.00 = 1.920 " Use TYPE 2 Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Net length = 8.00 Left Side: Right Side: T = 2246 LB T = 2246 LB C = 2670 LB C = 2670 LB STHD10/4x4 STHD10/4x4 Use STHD10/4x4 on both ends w/ (3) 5/8" x 12" Anchor Bolt (@ 40" 0. C. max) Page 49 of 117 (p=1.3) Version: 8.4 GO uv1s engineerin consulting group, inc. I 1T_ROOF 34.50ft Wind: 1521(LB) Seismic: 3087(LB) = 1.3 • ( 2233 + 142) 7.50 Wind: 1521 Seismic: 2233 2.50 6.50 • Strap (E) 0 Blocked panel use TYPE 5 7.50 1852 ooo , ~ I 31.61 12.23 19.00 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL C 3rd Floor ON GRID C ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: T Location:(3.00,0.00) Total Length= 31 .67 ft Total panel Length = 7.67ft (Net Length= 7.67ft) Shear Diaphragm = 3087 / 31.67 = 97 plf Use (8 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 731 plf (At blocked opening A & B) Max. Drag = 1852 lbs Max panel deflection: 1-lM = (4.0/1 .00) x .!.ls x 1.4 = 0.308" s 0.020 x 90.00 = 1.800" (At Opening) Use TYPE 5 Design Report: Loads: Wall 112.50 pl/= 15 X 7.50' Overturn Analysis Uplift(T) Panel @ b = 2.67 Down(C) h = 4.00 Net length = 2.67 Left Side: Right Side: T = 1560 LB T = 0 LB C = 1827 LB CS16/2x4 C = 0 LB NO_UPLIFT Use CS16/2x4 @ L. Blocked! Force at Edge of opening is 1827 LB Panel @ b = 5.00 h = 4.00 Net length = 5.00 Left Side: T = 0 LB C= 0 LB NO_UPLIFT Right Side: T = 1560 LB C = 1827 LB CS16/2x4 Use CS16/2x4 @ R. Plywood shear wall to be nailed to all studs receiving holdowns Page 50 of 117 (p = 1.3) Job :65807 Plan :A Code :2019 CBC Version: 8.4 Gouv1s enginee in consulting group, inc. I 1T 2 FL 34.50ft Wind: 2516 Seismic: 1539 from SW C (W=1521LB, E=3087LB) from 0.00ft to 32.50ft (100%) Wind: 4037(LB) = 2516 + 1521 Seismic: 5502(LB) = 1.3 * ( 1539 + 176) + 3271 7.50 2.50 6.50 7.00 2.50 7.00 T Hold down Post/stud required to transfer load from ABV. 3283 o.oo I ~,A:p, A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) D: Simpson MST37 (4267LB) WALLC 2nd Floor 6.90 12.35 18169:J 26.67 29 17 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice ALT (24) #16 sinker per top plate splice Design Analysis ON GRID C Exterior Direction: T Location:(3.00,0.00) Total Length= 31 .84 ft Total panel Length = 10.34ft (Net Length= 9.25ft) Shear Diaphragm= 5502 / 31.84 = 173 plf Use (14 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 5502 / 9.25 = 595 plf (Flexible) Max. Drag= 3283 lbs Max panel deflection: ~M = (4.0/1 .00) x ~s x 1.4 = 1.786" s 0.020 x 108.00 = 2.160" Use TYPE 4 Design Report: Loads: Wall 135.00plf= 15x9.00' Overturn Analysis Uplift(T) Down(C) h = 9.00 Panel @ b = 7.67 Net length = 7.67 Left Side: T = 7191 LB C = 7642 LB HDQ8/4x6(I) w/ DBL BLK'G T = 6566 LB C = 7555 LB HDU8/4x4(O) w/ DBL BLK'G Right Side: T = 5390 LB C = 5720 LB HDU8/4x4(I) w/ DBL BLK'G Panel @ Use HDQ8/4x6 (I)@ L. and Use HDU8/4x4 (I)@ R. or Use Combination of L. and R. w/ (4) 518" x 12" Anchor Bolt (@ 24" O.C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End b = 2.67 h = 9.00 Net length = 2.67 * (2b/h) = 1.58 Left Side: T = 3478 LB C = 3534 LB HTT5/4x4(I) w/ DBL BLK'G Right Side: (I) Hold down Inside of panel (0) Hold down Outside of panel T = 5366 LB C = 5586 LB HDU8/4x4(I) w/ DBL BLK'G Use HTT5/4x4 (1) @ L. and Use HDU8/4x4 (I)@ R. wl (2) 518" x 12" Anchor Bolt (@ 16" 0. C. max) Page 51 of 117 9.00 131.84 (p = 1.3) Job :65807 Plan :A Code : 2019 CBC Version: 8.4 GOUVIS81Uil e in consulting group, inc. I 1T 1_FL 10.00ft Wind: 723 Seismic: 201 from SW C (W=4037LB, E=5502LB) from 3.00ft to 34.84ft (100%) Wind: 4759(LB) = 723 + 4037 Seismic: 6158(LB) = 1.3 • ( 201 + 128) + 5731 7.00 6.00 5.00 T Hold down PosUstud required to transfer load from ABV. 2410 '"1 ~1"" A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) 5.57 9.961.25 17.25 19.94 22.75 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice Design Analysis WALL C 1st Floor ON GRID C Exterior Direction: T Location:(0.00,0.00) Total Length = 28.75 ft Total panel Length= 12.00ft (Net Length= 12.00ft) Shear Diaphragm= 6158 / 28.75 = 214 plf Use (16 A35) or (12 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 6158 / 12.00 = 513 plf (Flexible) Max. Drag= 2410 lbs Max panel deflection: .C.M = (4.0/1.00) x.C.s x 1.4 = 1.114" s 0.020 x 96.00 = 1.920 " Use TYPE 4 • Design Report: Loads: Wall 120.00 p/f = 15 X 8.00' Overturn Analysis Uplift(T) Down(C) h = 8.00 Panel @ b = 6.00 Net length = 6.00 Left Side: T = 4350 LB C = 4532 LB HDU8/4x6 (*) (I) w/ DBL BLK'G Right Side: T = 4346 LB C = 4532 LB HTT5/4x6 (*) (I) w/ DBL BLK'G Use HDU8/4x6 (I) @ L. and Use HTT5/4x6 (I)@ R. w/ (3) 518" x 12" Anchor Bolt (@ 24" O.C. max) Panel @ b = 6.00 h = 8.00 Net length = 6.00 Left Side: Right Side: • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel T = 4346 LB T = 4346 LB C = 4532 LB C = 4532 LB HTT5/4x6 (*) (1) w/ DBL BLK'G HTT5/4x6 (*) (I) w/ DBL BLK'G Use HTT5/4x6 (1) on both ends wl (3) 518" x 12" Anchor Bolt (@ 24" O.C. max) Page 52 of 117 (p = 1.3) Job :65807 Plan :A Code :2019 CBC 9.00 Version: 8.4 Gouv1s enuineerin consulting group, inc. I 1L_ROOF 35.50ft Wind: 1506(LB) Seismic: 2398(LB) = 2246 + 152 6.00 • Strap (E) Wind: 1506 Seismic: 2246 ® 7.00 4.50 2.50 1.00 Job :65807 Plan :A Code :2019CBC I r 0.00 I-I ,.~,.;;;; .... ....;,....;, __ ~--..... -....;,~-----~----+-----....;,A ___ ...,.~, 33.50 8.50 11.50 15.00 ~ -823 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 1 3rd Floor ON GRID 1 Exterior Direction: L Location:(0.00,0.00) Total Length = 33.50 ft Total panel Length= 10.00ft (Net Length= 9.40ft) Shear Diaphragm = 2398 I 33.50 = 72 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2398 I 9.40 = 255 plf (Flexible) Max. Drag= 823 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 1.154" s 0.020 x 90.00 = 1.800 " Use TYPE 1 Design Report: Loads: Wall 112.SOplf= 15x 7.50' Overturn Analysis Uplift(T) Panel @ b = 3.00 Down(C) h = 7.50 Net length = 3.00 * (2b/h) = 2.40 Left Side: Right Side: T = 1481 LB T = 1481 LB C = 1676 LB C = 1676 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 7.00 h = 7.50 Net length = 7.00 Left Side: Right Side: T = 1758 LB T = 1758 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 2062 LB (2)CS16/(2)2x4 C = 2062 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Page 53 of 117 (p = 1.0) Version: 8.4 Gouv1s enuineerin consulting group, inc. I 1L_2_FL 35.50ft Wind: 2601 Seismic: 1554 from SW 1 (W=1506LB, E=2398LB) from 0.00ft to 33. 75ft (100%) Wind: 4107(LB) = 2601 + 1506 Seismic: 4245(LB) = 1554 + 140 + 2550 6.00 4.50 3.00 2.50 1.5 1.0(12.50 • Strap (E) Post/stud required to transfer load from ABV. T r 2.50 1.00 9.00 2.50 1.00 7.00 0.00 ~, •c:f:::::T:::>----+--'""'li•~'-"----+-....iilo.o!~---+-B-+----A---,~i 32.50 4.50 7.50 15.00 ~ -1371 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 1 2nd Floor ON GRID 1 Exterior Direction: L Location:(0.00,0.00) Total Length= 32.50 ft Total panel Length= 10.00ft (Net Length= 9.00ft) Shear Diaphragm= 4245 / 32.50 = 131 plf Use (11 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4245 / 9.00 = 472 pit (Flexible) Max. Drag = 1371 lbs Max panel deflection: t.M = (4.0/1 .00) xt.s x 1.4 = 1.294" ~ 0.020 x 108.00 = 2.160" Use TYPE 3 Design Report: Loads: 135.00plf= 15x 9.00' Overturn Analysis Uplift(T) Panel @ b = 3.00 Down(C) h = 9.00 Net length = 3.00 • (2b/h) = 2.00 Left Side: Right Side: T = 2852 LB T = 2852 LB C = 3185 LB (2)CS16/(2)2x4 C = 3185 LB (2)CS161(2)2x4 Use (2)C516/(2)2x4 on both ends Panel @ b = 7.00 h = 9.00 Net length= 7.00 Left Side: T = 4093 LB C = 4495 LB (2)CS14/(2)2x4 Right Side: T = 4093 LB C = 4495 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Provide CS16/2x4@ 11.50ft to transfer load (1481 lbs) to below Plywood shear wall to be nailed to all studs receiving holdowns Page 54 of 117 (p = 1.0) Job :65807 Plan :A Code :2019 CBC Version: 8.4 Gouv1s enIinee in consulting group, inc. I 1L 1_FL 14.00ft Wind: 1017 Seismic: 276 from SW 1 (W=4107LB, E=4245LB) from 0.00ft to 33.00ft (100%) Wind: 5124(LB) = 1017 + 4107 Seismic: 4819(LB) = 276 + 158 + 4385 4.50 6.00 5.00 I ® • Strap (E) T Hold down ! PosUstud required to transfer load from ABV. 1856 9.00 8.00 '·001~1"'' 739 11.50 17.50 23.26 25.75 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 1 1st Floor ON GRID 1 Exterior Direction: L Location:(0.00,0.00) Total Length= 31 .75 ft Total panel Length = 12.00ft (Net Length= 12.00ft) Shear Diaphragm = 5124 / 31.75 = 161 plf Use (12 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5124 / 12.00 = 427 pit (Flexible) Max. Drag = 1856 lbs Max panel deflection: t.M = (4.0/1.00) x tis x 1.4 = 1.798" :S 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00 plf = 15 X 8.00' Overturn Analysis Uplift(T) Down(C) h = 8.00 Panel @ b = 6.00 Net length = 6.00 Left Side: Right Side: T = 3534 LB T = 3534 LB C = 3785 LB C = 3785 LB HTT5/4x6 (*) (1) w/ DBL BLK'G HTT5/4x6 (*) (I) w/ DBL BLK'G Use HTT5I4x6 (I) on both ends wl (2) 518" x 12" Anchor Bolt (@ 56" 0. C. max) Panel @ b = 6.00 h = 8.00 Net length = 6.00 Left Side: Right Side: T = 3279 LB T = 3279 LB C = 3674 LB C = 3674 LB STHD10/4x4 STHD14/4x4 Use STHD10I4x4 @ L. and Use STHD14I4x4 @ R. wl (2) 518" x 12" Anchor Bolt (@ 56" 0 . C. max) Provide STHD10/4x4@ 4.50ft for Tension (2852 lbs) from above • User refered Page 55 of 117 (I) Hold down Inside of panel (0) Hold down Outside of panel (p = 1.0) Job :65807 Plan :A Code :2019 CBC Version; 8.4 Gouv1s enIinee in consulting group, inc. I 1L_1_FL 35.50ft Wind: 2578(LB) Seismic: 1655(LB) = 1521 + 133 9.50 • Strap (E) Wind: 2578 Seismic: 1521 14.00 8.00 0.00 ~I -~;;;;;;;;;;...__, ___ ..,._...;;....,~----+-------A-----~131.50 9.50 ~ -1146 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL2 1st Floor ON GRID 2 Exterior Direction: L Location:(14.00,0.00) Total Length= 31.50 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 2578 / 31.50 = 82 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2578 / 8.00 = 322 plf (Flexible) Max. Drag = 1146 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.868" :s 0.020 x 96.00 = 1.920" Use TYPE 2 Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Net length = 8.00 Left Side: Right Side: T = 2332 LB T = 2332 LB C = 2758 LB C = 2758 LB STHD10/4x4 STHD10/4x4 Use STHD10/4x4 on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) Page 56 of 117 (p = 1.0) Job :65807 Plan :A Code :2019 CBC Version: 8.4 GO uv1s engineerin consulting group, inc. I 1L_ROOF 35.50ft Wind: 1506(LB) Seismic: 2388(LB) = 2246 + 142 9.00 • Strap (E) Wind: 1506 Seismic: 2246 2.00 4.50 o.oo I ~ 14.22 17.50 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL 3 3rd Floor ON GRID 3 ALT (10) #16 sinker per top plate splice ALT ( 16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(35.50,0.00) Total Length= 28.50 ft Total panel Length= 7.50ft (Net Length= 7.50ft) Shear Diaphragm = 2388 / 28.50 = 84 plf 7.50 3.50 V 128.50 2 .0 (p = 1.0) Use (6 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2388 / 7.50 = 318 plf (Flexible) Max. Drag = 1467 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.851" s 0.020 x 90.00 = 1.800" Use TYPE 2 Design Report: Loads: Wall 112.50plf= 15x 7.50' Overturn Analysis Uplift(T) Panel @ b = 7.50 Down(C) h = 7.50 Net length= 7.50 Left Side: Right Side: T = 2225 LB T = 2225 LB C = 2548 LB (2)CS16/(2)2x4 C = 2548 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Page 57 of 117 Job :65807 Plan :A Code : 2019 CBC Version: 8.4 GOUVIS nginee ill consulting group, inc. I 1L_2_FL 35.50ft Wind: 2601 Seismic: 1554 from SW 3 (W=1506LB. E=2388LB) from 0.00ft to 34.00ft (100%) Wind: 4107(LB) = 2601 + 1506 Seismic: 4273(LB) = 1554 + 189 + 2530 9.00 2.00 4.50 2.00 9.00 2.00 1.5 • Strap (E) Post/stud required to transfer load from ABV. 7.50 3.50 9.00 12.00 5.00 4.00 o.oo I ~ 9.34 12.50 ~ I 33.50 4.50 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL 3 2nd Floor ON GRID 3 ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(35.50,0.00) Total Length= 33.50 ft Total panel Length= 12.00ft (Net Length= 12.00ft) Shear Diaphragm= 4273 / 33.50 = 128 plf Use (10 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4273 / 12.00 = 356 plf (Flexible} Max. Drag= 1595 lbs Max panel deflection: t.M = (4.0/1.00) xt.s x 1.4 = 1.120" :s 0.020 x 108.00 = 2.160" Use TYPE 2 Design Report: Loads: Wall 135.00 plf= 15 X 9.00' Overturn Analysis Uplift(T) Panel @ b = 12.00 Down(C) h = 9.00 Net length= 12.00 Left Side: Right Side: T = 4139 LB T = 3931 LB C = 4788 LB (2)CS14/(2)2x4 C = 4544 LB (2}CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Page 58 of 117 (p = 1.0) Job .65807 Plan :A Code :2019 CBC Version: 8.4 Gouv1s enuinee in consulting group, inc. 1L_ 1_FL I 21.00ft Wind: 1525 Seismic: 414 100% lateral Load from SW 3 (W=4107LB, E=4273LB) Wind: 5632(LB) = 1525 + 4107 Seismic: 5021(LB) = 414 + 145 + 4462 4.00 4.00 • Strap (E) 8.00 7.50 o.oo I ~ B A J 27.50 ~ 5.82 8.00 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL3 1st Floor ON GRID 3 ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(35.50,0.00) Total Length= 27.50 ft Total panel Length = 12.00ft (Net Length= 12.00ft) Shear Diaphragm= 5632 I 27.50 = 205 plf Use (14 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5632 / 12.00 = 469 plf (Flexible) Max. Drag= 1638 lbs Max panel deflection: t.M = (4.0/1.00) x lls x 1.4 = 1.277" s 0.020 x 96.00 = 1.920 " Use TYPE 3 Design Report: Loads: Wall 120.00plf• 15x8.00' Overturn Analysis Uplift(T) Panel @ b = 12.00 Down(C) h = 8.00 Net length = 12.00 Left Side: Right Side: T = 3363 LB T = 3363 LB C = 3930 LB C = 3930 LB STHD10/4x4 STHD10/4x4 Use STHD10I4x4 on both ends w/ (5) 518" x 12" Anchor Bolt (@ 32" O.C. max) Page 59 of 117 (p = 1.0) Job :65807 Plan :A Code : 2019 CBC Version: 8.4 Gouv1s enginee i consulting group, inc. I 1T ROOF 34.50ft Wind: 1521(LB) Seismic: 3074(LB) = 1.3 • ( 2233 + 132) 0.50 9.04 • Strap (E) Wind: 1521 Seismic: 2233 3.00 5.00 2.75 2.50 1348 ® 8.00 Job :65807 Plan :A Code :2019 CBC 7.50 o.oo I ~, ,,~ 9.79 13.79 25.26 27.04 Drag Force Analysis A: Simpson ST22 (1192LB} B: Simpson ST6224 (2134LB) WALLA 3rd Floor ON GRID A ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: T Location:(0.00,-34.50) Total Length = 35.04 ft Total panel Length = 12.00ft (Net Length= 12.00ft} Shear Diaphragm = 3074 / 35.04 = 88 plf Use (8 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 3074 / 12.00 = 256 plf (Flexible) Max. Drag= 1348 lbs Max panel deflection: llM = (4.0/1.00) x lls x 1.4 = 0.812" s 0.020 x 90.00 = 1.800" Use TYPE 1 Design Report: Loads: Wall 112.50plf= 15x 7.50' Overturn Analysis Uplift(T) Panel @ b = 4.00 Down(C) h = 7.50 Net length = 4.00 Left Side: Right Side: T = 1873 LB T = 1873 LB C = 2130 LB (2)CS16/(2)2x4 C = 2130 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel @ b = 8.00 h = 7.50 Net length = 8.00 Left Side: Right Side: T = 1735 LB T = 1735 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 2061 LB (2)CS16/(2)2x4 C = 2061 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Page 60 of 117 (p = 1.3) Version: 8.4 GOUVISe gin efn consulting group, inc. I 1T 2 FL 34.50ft Wind: 2516 Seismic: 1539 100% lateral Load from SW A (W=1521LB, E=3074LB) Wind: 4037(LB) = 2516 + 1521 Seismic: 5379(LB) = 1.3 • ( 1539 + 101) + 3246 3.50 15.50 • Strap (E) 9.00 1. 0 3.75 5.00 3.75 o.oo I ~ 1678 ~ I 32.50 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) .50 20.00 23.75 2llllll!5 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL A 2nd Floor ON GRID A Exterior Direction: T Location:(0.00,-34.50) Total Length = 32.50 ft Total panel Length= 11.00ft (Net Length= 8.97ft) Shear Diaphragm= 5379 / 32.50 = 166 plf Use (14 A35) or (11 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 5379 I 8.97 = 600 plf (Flexible) Max. Drag = 1678 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 1.025" s 0.020 x 108.00 = 2.160" Use TYPE 4 Design Report: Loads: Wall 135.00 plf = 15 X 9.00' Overturn Analysis Uplift(T) Panel @ b = 3.50 Down(C) h = 9.00 Net length = 3.50 • (2b/h) = 2.72 Left Side: Right Side: T = 4236 LB T = 4236 LB C = 4617 LB C = 4617 LB (2)CS 14/(2)2x4 (2)CS 14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Panel @ b = 3.75 h = 9.00 Net length = 3. 75 • (2b/h) = 3.13 Left Side: Right Side: T = 4527 LB T = 4527 LB C = 4914 LB (2)CS14/(2)2x4 C = 4914 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Panel @ b = 3.75 h = 9.00 Net length = 3. 75 * (2b/h) = 3.13 Left Side: T = 4527 LB C = 4914 LB (2)CS14/(2)2x4 Right Side: T = 4527 LB C = 4914 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Page 61 of 117 (p = 1.3) Job :65807 Plan :A Code . 2019 CBC Version: 8.4 GO uv1s engineerin consulting group, inc. I 1T 1 FL 22.50ft Wind: 1626 Seismic: 453 100% lateral Load from SW A (W=4037LB, E=5379LB) Wind: 5663(LB) = 1626 + 4037 Seismic: 6230(LB) = 1.3 • ( 453 + 100) + 5511 5.00 1.50 2.25 T Hold down 16.00 2.25 Job :65807 Plan :A Code :2019 CBC 8.00 0.00 I F E D C B A ~ 8.16 134.25 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) D: Simpson MST37 (4267LB) E: Simpson MST48 (4745LB) F: Simpson MST60 (5653LB} -4911 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice ALT (24) #16 sinker per top plate splice ALT (32) #16 sinker per top plate splice ALT (36) #16 sinker per top plate splice Design Analysis WALLA 1st Floor ON GRID A Exterior Direction: T Location:(0.00,-34.50) Total Length= 34.25 ft Total panel Length= 7.25ft (Net Length= 7.25ft) Shear Diaphragm = 6230 I 34.25 = 182 plf Use (15 A35) or (11 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 6230 / 7.25 = 859 plf (Flexible) Max. Drag= 4911 lbs Max panel deflection: .t.M = (4.0/1 .00) x .t.s x 1.4 = 1.098" s 0.020 x 96.00 = 1.920 " Use TYPE 5 Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Panel @ b = 7.25 Down(C) h = 8.00 Net length = 7.25 Left Side: T = 7053 LB C = 7334 LB HDQ8/4x4(1) w/ DBL BLK'G Right Side: T = 7228 LB C = 7334 LB HDQ8/4x6(1) w/ DBL BLK'G (I) Hold down Inside of panel (0) Hold down Outside of panel T = 6564 LB C = 7246 LB HDU8/4x4(O) w/ DBL BLK'G Use HDQ8I4x4 (I)@ L. and Use HDQ8I4x6 (1)@ R. or Use Combination of L. and R. wl (6) 518" x 12" Anchor Bolt (@ 12" 0. C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End Page 62 of 117 (p = 1.3) Version: 8.4 Gouv1s enuine rin consulting group, inc. I 1T 1 FL 34.50ft Wind: 2493(LB) Seismic: 2055(LB) = 1.3 • ( 1511 + 70) 14.00 • Strap (E) Wind: 2493 Seismic: 1511 11.50 Job .65807 Plan ·A Code :2019 CBC 8.00 0.00 lo-I -~,__;;;;_ __ ..;.;. _____ ..... ,_01_2---~--... -----A----..... --11 34.50 14.00 ~ Drag Force Analysis A: Simpson ST22 (1192LB) ALT ( 10) #16 sinker per top plate splice Design Analysis WALL B 1st Floor ON GRID B Exterior Direction: T Location:(0.00,-11.50) Total Length = 34.50 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2493 / 34.50 = 72 plf Use (6 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2493 I 8.00 = 312 plf (Flexible) Max. Drag= 1012 lbs Max panel deflection: t:.M = (4.0/1 .00) x t:.s x 1.4 = 0.829" s 0.020 x 96.00 = 1.920" Use TYPE 2 Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Oown(C) h = 8.00 Panel @ b = 8.00 Left Side: Right Side: T = 2246 LB T = 2246 LB Net length = 8.00 C = 2670 LB C = 2670 LB STHD10/4x4 STHD10/4x4 Use STH010/4x4 on both ends wl (3) 5/8" x 12" Anchor Bolt (@ 40" O.C. max) Page 63 of 117 (p = 1.3) Version: BA GOUVIS ine in consulting group, inc. I 1T ROOF 34.50ft Wind: 1521(LB) Seismic: 3088(LB) = 1.3 • ( 2233 + 142) 7.50 Wind: 1521 Seismic: 2233 2.50 6.50 • Strap (E) Blocked panel use TYPE 5 1852 Job :65807 Plan :A Code ·2019 CBC 7.50 '·00 I ~ I ,,.., 12.23 19.00 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB} ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL C 3rd Floor ON GRID C Exterior Direction: T Location:(3.00,0.00) Total Length= 31 .68 ft Total panel Length= 7.85ft (Net Length= 7.85ft) Shear Diaphragm= 3088 / 31.68 = 97 plf Use (8 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 731 plf (At blocked opening A & B) Max. Drag= 1852 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 0.302" s 0.020 x 90.00 = 1.800" (At Opening) Use TYPE 5 Design Report: Loads: Wall 112.50plf= 15x 7.50' Overturn Analysis Uplift(T) Panel @ b = 3.00 Down(C) h = 4.00 Net length = 3.00 Left Side: Right Side: T = 1556 LB T = 0 LB C = 1826 LB CS16/2x4 C = 0 LB NO_UPLIFT Use CS16/2x4 @ L. Blocked! Force at Edge of opening is 1764 LB Panel @ b = 4.85 h = 4.00 Net length= 4.85 Left Side: T= 0 LB C= 0 LB NO_UPLIFT Right Side: T = 1556 LB C = 1826 LB CS16/2x4 Use CS16/2x4 @ R. Plywood shear wall lo be nailed lo all studs receiving holdowns Page 64 of 117 (p=1.3) Version: 8.4 GOUVIS ngi e in consulting group, inc. I 1T 2 FL 34.50ft Wind: 2516 Seismic: 1539 from SW C (W=1521LB, E=3088LB) from 0.00ft to 32.50ft (100%) Wind: 4037(LB) = 2516 + 1521 Seismic: 5503(LB) = 1.3 • ( 1539 + 176) + 3273 7.50 2.50 6.50 7.00 2.50 7.00 T Hold down Post/stud required to transfer load from ABV. 3284 o.oo I ~,J--p- 6.90 12.35 11Ii8!X) 26.67 29.17 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) D: Simpson MST37 (4267LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice ALT (24) #16 sinker per top plate splice WALLC 2nd Floor Design Analysis ON GRID C Exterior Direction: T Location:(3.00,0.00) Total Length = 31.84 ft Total panel Length= 10.34ft (Net Length= 9.25ft) Shear Diaphragm = 5503 / 31.84 = 173 plf Use (14 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 5503 / 9.25 = 595 plf (Flexible) Max. Drag = 3284 lbs Max panel deflection: ~M = (4.0/1.00) x ~s x 1.4 = 1.786" s 0.020 x 108.00 = 2.160" Use TYPE4 Design Report: Loads: Waif 135.00 plf = 15 X 9.00' Overturn Analysis Uplift(T) Down(C) h = 9.00 Panel @ b = 7.67 Net length= 7.67 Left Side: T = 7189 LB C = 7642 LB HDQ8/4x6(I) w/ DBL BLK'G T = 6564 LB C = 7556 LB HDU8/4x4(O) w/ DBL BLK'G Right Side: T = 5391 LB C = 5722 LB HDU8/4x4(I) w/ DBL BLK'G Panel @ Use HDQ8/4x6 (I)@ L. and Use HDU8/4x4 (I) @ R. or Use Combination of L. and R. wl (4) 5/8" x 12" Anchor Bolt (@ 24" O.C. max) For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End b = 2.67 h = 9.00 Net length = 2.67 * (2b/h) = 1.58 Left Side: T = 3488 LB C = 3543 LB HTT5/4x4(I) w/ DBL BLK'G Righi Side: (I) Hold down Inside of panel (0) Hold down Outside of panel T = 5369 LB C = 5593 LB HDU8/4x4(I) w/ DBL BLK'G Use HTT5/4x4 (I) @ L. and Use HDU8I4x4 (I)@ R. wl (2) 518" x 12" Anchor Bolt (@ 16" 0. C. max) Page 65 of 117 Job ·65807 Plan :A Code . 2019 CBC 9.00 I 31.e4 (p = 1.3) Version: 8.4 GOUVIS I gin consulting group, inc. 1T_1 FL 10.00ft Wind: 723 Seismic: 201 from SW C (W=4037LB, E=5503LB) from 3.00ft to 34.84ft (100%) Wind: 4759(LB) = 723 + 4037 Seismic: 6160(LB) = 1.3 • ( 201 + 128) + 5732 7.00 6.00 5.00 T Hold down PosVstud required to transfer load from ABV. 2410 ''"1 ~ 1 "" A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) 5.56 9.91J1.25 17.25 19.94 22.75 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice Design Analysis WALLC 1st Floor ON GRID C Exterior Direction: T Location:(0.00,0.00) Total Length= 28.75 ft Total panel Length= 12.00ft (Net Length= 12.00ft) Shear Diaphragm= 6160 / 28.75 = 214 plf Use (16 A35) or (12 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 6160 / 12.00 = 513 plf (Flexible) Max. Drag= 2410 lbs Max panel deflection: llM = (4.0/1 .00) x tis x 1.4 = 1.114" s 0.020 x 96.00 = 1.920" Use TYPE 4 * Design Report: Loads: Waif 120.00plf= 15x8.00' Overturn Analysis Upllft(T) Down(C) h = 8.00 Panel @ b = 6.00 Net length = 6.00 Left Side: T = 4351 LB C = 4533 LB HDU8/4x6 (*) (I) w/ DBL BLK'G Right Side: T = 4347 LB C = 4533 LB HTT5/4x6 (*) (I) w/ DBL BLK'G Use HDU8/4x6 (I) @ L. and Use HTT5/4x6 (I) @ R. wl (3) 518" x 12" Anchor Bolt (@ 24" O.C. max) Panel @ b = 6.00 h = 8.00 Net length = 6.00 Left Side: Right Side: • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel T = 4347 LB C = 4533 LB HTT5/4x6 (*) (I) w/ DBL BLK'G T = 4347 LB C = 4533 LB HTT5/4x6 (*) (I) w/ DBL BLK'G Use HTT5/4x6 (I) on both ends wl (3) 518" x 12" Anchor Bolt (@ 24" O.C. max) Page 66 of 117 (p = 1.3) Job .65807 Plan :A Code :2019 CBC 9.00 Version: 8.4 Gouv1s engin e ing consulting group, inc. Footing/Pad: TYP. EXTERIOR FOOTING Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing WALL_E ROOF_P FLOOR_P 563 PLF = 150 x 1.50' x 2.50' 368 PLF = 24.50' x 15.00 from 0.00' to 1.00' 86 PLF = 4.00' x (23.00+20.00)/2 from 0.00' to 1.00' 110 PLF = 4.00' x (15.00+40.00)/2 from 0.00' to 1.00' Total Weight(W1otat ) = 1126 PLF Footing Width(Br) Required: 6. 76" = (W1o1a1 I SB) = 1126/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) Footing/Pad: TYP. INTERIOR FOOTING Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" .b.2fil!s;_ Weight offooting WALL_/ FLOOR_P 563 PLF = 150 x 1.50' x 2.50' 80 PLF = 8.00' x 10.00 from 0.00' to 1.00' 578 PLF = 21.00' x (15.00+40.00)/2 from 0.00' to 1.00' Total Weight(Wtotat } = 1220 PLF Footing Width(Br) Required: 7.32" = (W101a1 /SB)= 1220/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) Footing/Pad: 1 @ LEFT OF BED #1(MIDDLE BM 28) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' x 2.50' Weight of footing Weight of Pad WALL_E 3675 LB= 150 x 3.50' x 3.50' x 2.00' 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 28 (20391 LB) Total Weight(Wiotat ) = 698 PLF Total Point Load(Pro1a1 ) = 24066 LB Footing Width(Br) Required: 4.19" = (Wtotat / SB) = 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 X 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap • (W10181 x S)/12 = 12184 LB Required Pad Area = P101a1 /SB= 24066 / 2000 = 12.03' USE 3'·6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Page 67 of 117 Job ·65807 Plan :A Code :2019 CBC Version: 8.4 Gouv1s engine in consulting group, inc. Footing/Pad: 2 @ FRONT OF BED #1(RIGHT BM 30) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' x 2.50' Weight of footing WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 30 (10574 LB) Total Weight(W,0101 ) = 698 PLF Total Point Load(PTotai ) = 10574 LB Footing Width(Br) Required: 4.19" = (W,010, I SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W1ota1 x S)/12 = 12184 LB No Pad is Required! Footing/Pad: 3 @ MIDDLE OF BED #1(RIGHT BM 33) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" ~ 563 PLF = 150 x 1.50' x 2.50' Weight of footing WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 33 (9397 LB) Total Weight(W101a1 ) = 698 PLF Total Point Load(PToia1 ) = 9397 LB Footing Width(Br) Required: 4.19" = (W101a1 /SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W101a1 x S)/12 = 12184 LB No Pad is Required! Footing/Pad: 4 @ LEFT OF BED #1(RIGHT BM 34) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" ~ 563 PLF = 150 x 1.50' X 2.50' Weight offooting WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 34 (10743 LB) Total Weight(W101a1 ) = 698 PLF Total Point Load(PTolal ) = 10743 LB Footing Width(Br) Required: 4.19" = (W101a1 / SB) = 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W,0101 x S)/12 = 12184 LB No Pad is Required! Page 68 of 117 Job :65807 Plan ,A Code :2019 CBC Version: 8.4 GOUVIS engine consulting group, inc. Footing/Pad: 5 @ RIGHT OF TRASH #1(RIGHT BM 38) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' x 2.50' Weight of footing WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 38 (9418 LB) Total Weight(W1ota1 ) = 698 PLF Total Point Load(PTotal ) = 9418 LB Footing Width(Br) Required: 4.19" = (Wtotat /SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PAnow ) = Pcap -(W,010, x S)/12 = 12184 LB No Pad is Required! Footing/Pad: 6 @ RIGHT OF GARAGE(RIGHT BM 39) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' x 2.50' Weight of footing Weight of Pad WALL_E 4800 LB= 150 x 4.00' x 4.00' x 2.00' 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 39 (10663 LB) Point from Support 2 of Beam 42 (14655 LB) Total Weight(Wtotat ) = 698 PLF Total Point Load(PTotat) = 3011 8 LB Footing Width(B,) Required: 4.19" = (W1010, / SB) = 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PAnow ) = Pcap -(W101a, x S)/12 = 12184 LB Required Pad Area = P101a, /SB = 30118 / 2000 = 15.06' USE 4'-0" SQ x 24" DEEP PAD (6)#4 T&B, E.W. Footing/Pad: 7 @ RIGHT OF GARAGE{RIGHT BM 40) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' x 2.50' Weight of footing Weight of Pad WALL_E 3675 LB= 150 x 3.50' x 3.50' x 2.00' 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 40 (8975 LB) Point from Support 2 of Beam 43 (11541 LB) Total Weight(Wtotat ) = 698 PLF Total Point Load(PTotat ) = 24191 LB Footing Width(B,) Required: 4.19" = (W1o1a1 /SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PAnow ) = Pcap -(W1010, x S)/12 = 12184 LB Required Pad Area= PI0I., /SB= 24191 /2000 = 12.10' USE 3'·6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Page 69 of 117 Job :65607 Plan ·A Code :2019 CBC Version: 6.4 GOUVIS ngineeri consulting group, inc. Footing/Pad: 8 @ REAR OF GARAGE(RIGHT BM 41B) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 563 PLF = 150 x 1. 50' x 2. 50' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 1 of Beam 41B (6699 LB) Total Weight(WI0131 ) = 698 PLF Total Point Load(Pro1a1 ) = 6699 LB Footing Width(B1) Required: 4.19" = (WI0Ia1 / SB) = 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W1o1a1 x S)/12 = 12184 LB No Pad is Required! Footing/Pad: SC @ REAR OF GARAGE(RIGHT BM 41B) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" ~ 563 PLF = 150 x 1.50' x 2.50' Weight of footing Weight of Pad WALL_E 2700 LB= 150 X 3.00' X 3.00' X 2.00' 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 41B (15113 LB) Total Weight(W1ota1) = 698 PLF Total Point Load(Pro1a1) = 17813 LB Footing Width(Bt) Required: 4.19" = (W1o1a1 I SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(WI0Ia1 x S)/12 = 12184 LB Required Pad Area= P101aI /SB= 17813 / 2000 = 8.91' USE 3'-0" SQ x 24" DEEP PAD (4)#4 T&B, E.W. Footing/Pad: 9 @ FRONT OF GARAGE(LEFT BM 43) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 563 PLF = 150 x 1. 50' x 2. 50' Weight of Pad 3675 LB= 150 x 3.50' x 3.50' x 2.00' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 1 of Beam 43 (15991 LB) Total Weight(Wtotal ) = 698 PLF Total Point Load(Pro1a1 ) = 19666 LB Footing Width(B1) Required: 4.19" = (W,013I / SB) = 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 X 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W1o1a1 x S)/12 = 12184 LB Required Pad Area= P101a1 /SB = 19666 / 2000 = 9.83' USE 3'-6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Page 70 of 117 Job :65807 Plan :A Code :2019 CBC Version: 8.4 Gouv1s enginee in consulting g roup, inc. Footing/Pad: 10 @ RIGHT OF GARAGE(RIGHT BM 42) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' x 2.50' Weight of footing Weight of Pad WALL_E 2700 LB= 150 X 3.00' X 3.00' X 2.00' 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 42 (14655 LB) Total Weight(W,010, ) = 698 PLF Total Point Load(Pro1a1 ) = 17355 LB Footing Width(Br) Required: 4.19" = (W,0101 I SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(WI01a, x S)/12 = 12184 LB Required Pad Area= P101a1 /SB= 17355 / 2000 = 8.68' USE 3'-0" SQ x 24" DEEP PAD (4)#4 T&B, E.W. Footing/Pad: 11 @ LEFT OF GARAGE(LEFT BM 42) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight offooting 563 PLF = 150 x 1.50' x 2.50' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 1 of Beam 42 (5282 LB) Total Weight{W1013I ) = 698 PLF Total Point Load(Pro1a1 ) = 5282 LB Footing Width{Br) Required: 4.19" = (W,010, I SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 X 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W,0I0, x S)/12 = 12184 LB No Pad is Required! Page 71 of 117 Job :65807 Plan :A Code :2019CBC Version: 8.4 GOUVIS consulting group, inc. Job :65807 Plan :B Code :2019CBC PLAN B CALCULATIONS Page 72 of 117 • GOUVIS in e in consulting group, inc. DESIGN CRITERIA: A. Code: 2019 CBC Wind Exposure: C, Speed= 110mph Seismic Design Category : D, S,= 1.090, S1= 0.400, Sos=0.870, So,=0.507, Rx =6.5, Rv =6.5, Fa =1 .2, Fv =1 .9 B. Maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better 6X, 8X Beams and Headers: No.1 or Better 2X Joists and Rafters: No. 2 or Better Plates and Blocking: Standard Grade or Better Studs: Stud Grade or Better Mud Sills: Pressure Treated Utility Grade or Better Parallam PSL Beams and Headers: Grade 2.0E DF, Fb= 2900 psi(MIN), Fv= 290 psi(MIN) Versa-Lam LVL Beams and Headers: Grade 2.0E, Fb= 2900 psi(MIN), Fv= 285 psi(MIN) TimberStrand LSL Beams and Headers: Grade 1.55E, Fb= 2325 psi(MIN), Fv= 425 psi(MIN) TimberStrand LSL Rim Board and Headers: Grade 1.3E, Fb= 1700 psi(MIN), Fv= 425 psi(MIN) Glu-Lam Beams and Headers: 24F-V4, DF/DF, 1.8E, Fb= 2400(T)/1850(B) psi (MIN), Fv= 265 psi(MIN) Job :65807 Plan :B Code :2019 CBC C. CONVENTIONAL 2-POUR FOUNDATION WITHOUT STRUCTURAL ANALYSIS FOR EXPANSIVE SOIL OR DIFFERENTIAL SETTLEMENT EXTERIOR WALL (WALL_E): INTERIOR WALL (WALL_I): PRIMARY ROOF (ROOF P) Pitch: K = Increase for pitch: 2x10 16" O/C xK Plywood(1/2") xK 5/8" Gyp. Board Cone. Tile xK sprinkler: Solar Panel: Misc: Snow Load: Dead Load: Live Load: PRIMARY FLOOR (FLOOR P) 11 7/8" T Jl/210 @ 19.2" O/C Plywood(3/4") 1/2" Gyp. Board Carpet None Covering sprinkler: Misc: Dead Load: Live Load: 2x10 16" O/C Plywood(3/4") 5/8" Gyp. Board None Covering sprinkler: Misc: Dead Load: Live Load: DECK (DECK) DL = 15 DL = 10 3 1.03/12 3.33 1.60 3.00 10.31 1.00 3.00 0.76 0.00 23.00 20.00 1.75 2.25 2.20 1.00 0.00 1.00 6.80 15.00 40.00 3.23 2.25 3.00 0.00 1.00 5.52 15.00 60.00 Page 73 of 117 Version: 8.4 GOUVIS gine in Job :65807 Plan :B consulting group, inc. Code :2019 CBC SHEAR WALL SCHEDULE 2019 CALIFORNIA BUILDING CODE (1), (3) I I SILL PLATE CONNECTION I I < I SHEAR EDGE FIELD ALLOWABLE 1/4"0x6" 1/4"0x6" FRAMING CLIPS A35's, sos sos PANEL SHEATHING NAILING NAILING SHEAR 16d's SCREWS SCREWS LS50's OR L TP5's TYPE (8) (COMMON) (COMMON) (PLF) SINKER LSL & OF LVL (5), (6) (9l I ,RIM BOARD1RIM BOARD & 3/8" APA 8 d's 8 d's 260 (7) @ 16" o.c.! @ 14· ~ rated @6" o.c. @ 12" o.c. 220 @6" o.c. @24"0.C. Lt T --, - 3/8" APA 8 d's 8 d's 380 (7) @ 4" o.c. @ 12" o.c. @ 10" o.c. @ 16" o.c. I (4) (2)_ rated @ 4" O.C. @ 12" O.C. 320 (10) (10)t (10) ,!_...:_ ---+ • J ~) 3/8" APA 8 d's 8 d's 490 (7) (10) rated @3" O.C. @ 12" O.C. 410 @ 3• o ::__@ 8" o~c.@ 7" o.c. @ 12" o.c. 'l -~ ---'"--' ~ 3/8" APA 8 d's 8 d's 640 (7) (10) (10) (10) (10) (4) (2) rated I @2· o.c. @ 12" O.C. 530 @2" o.c. @6" o.c. @5"0.C. @ 10" o.c. & 15/32" APA (10) (10):1 (10) (10) 10 d's 10 d's 2ROWS rated 870 @ 5" O.C. @ 4" O.C. @6" O.C. (4) (2) Structural I @2"0.C. @ 12" O.C. STAGG. @3"0.C. (1) SHEATH ING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. (2) PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED. (3) STUDS ARE SPACED@ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN. (4) PERIODIC SPECIAL INSPECTION IS REQUIRED. (5) USE CLIPS@ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.). (6) USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS. (7) ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX. (8) SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS. (9) NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C. (10) FOR DOUBLE SIDED SHEAR PANELS: a. USE HALF THE SPACING OF SILL PLATE FASTENERS STAGGERED FOR TYPE_&. b. USE ONLY 1/4"0x6" SOS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES&&&. c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND SPACING, FOR TYPES_& ,& &&_. REV. 11/1 4/2018 Page 74 of 117 Version: 8.4 Gouv1s nuinee in consulting group, inc. BEAM 1 : RIDGE BM @ OVER M. CLOSET@ 1st Floor Loads (Downward +) SELF_WEIGHT 13 pl/from 0.00ft to 36.00ft ROOF_P 256 PLF = 12.00· x (23.00+20.00)/2 from 0.00' to 36.00' Reactions (D+Lr+L/Max. Load comb.) Down 1686/1686 6063/6063 1938/1938 0/0 Up 010 010 w/ 2-2X4 at support 2 (at 17'-3"')(11 USE PARALLAM 3 112" x 9 1/4"' 2.0E (Fb= 2800, Fv= 285) Critical Shear =2883 LB @ 18.08' 1.5xVl(F' vX A)=0.375 F'v= 356, A = 32.38 Critical Moment =-10954 LB-FT@ 17.25' Ml(F'bx S)=0.752 F'b= 3603, S = 49.91 Critical Deflection for TL = -0.737 INCH@ 27.67' s L/240 = 0.938" Critical Deflection for LL= -0.323 INCH@ 27.67' s L/480 = 0.469" BEAM 2: VALLEY BM @ OVER GLASS ENCLOSURE @ 1st Floor Loads (Downward +) SELF_WEIGHT g pl/from 0.00ft to 8.00ft ROOF_p from 21.5PLF@ 0.00' to 258 PLF@ 8.00' Reactions (D+Lr+L/Max. Load comb.) Down 4371437 753/753 Up 0/0 010 USE DFL NO2 4 x 10 (Fb= 900, Fv= 180) Critical Shear =-540 Critical Moment =1210 LB @ 7 .17' 1.5xVl(F' vX A)=0.111 F'v= 225, A = 32.38 LB-FT@ 4.50' M/(F'bx S)=0.216 F'b= 1350, S = 49.91 Critical Deflection for TL = Critical Deflection for LL= -0.037 INCH @ 4.08' s L/240 = 0.400" -0.016 INCH@ 4.08' s L/480 = 0.200" (1) selected post does not consider combined axial load and out-of-plane bending Page 75 of 117 Job :65807 Plan :B Code : 2019 CBC l. I 17.25 1 1 2883 rtlb rrT:tn:to -<tJJtl] 'Zt-ll] Shear Diagragm:D + Lr &IITD:-41JJITih 'Z1JY ·10954 Moment Diagragm:D + Lr <tJJ1]JJY «QJ]]l1JY -0.737 Deflection Diagram:D + Lr l. 8.00 1 [ 1 1 11 I lJJ:cn-,,, <ztJ:tilij] Shear Diagragm:D + Lr 1210 ca1J10JIII 11 l I I~ Moment o;agragm:D + Lr «tttUJTI1 I (11 [UJlDY -0.037 Deflection Diagram:D + Lr Version: 6.4 GOUVIS ngin efn consulting group, inc. BEAM 3 : RIDGE BM @ OVER GLASS ENCLOSURE @ 1st Floor Loads (Downward +) SELF_WEIGHT 14 plffrom 0.00ft to 14.75ft ROOF_P from 43PLF@ 0.00' to 236.5 PLF@ 6.50' ROOF_P 237 PLF = 11.00' x (23.00+20.00)/2 from 6.50' lo 14.75' Poinl from Support 1 of Beam 2@ lh, ( 0=251 Lr=187) (P1) Point from Support 1 of Beem 2@ 1//, / 0=251 Lr=187) (P2) 'f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 2126/2126 1814/1814 Up 0/0 0/0 USE DFL NO1 6 x 10 (Fb= 1350, Fv= 170) Critical Shear =2106 LB @ 0.33' 1.5xV/(F' vx A)=0.284 F'v= 213, A= 52.25 Critical Moment =6571 LB-FT@ 7.50' M/(F'bx S)=0.565 F'b= 1688, S = 82.73 Critical Deflection for TL= -0.410 INCH@ 7.42' s L/240 = 0.738" Critical Deflection for LL = -0.178 INCH @ 7.42' s L/480 = 0.369" BEAM 4 : RIDGE BM @ OVER M. BED @ 1st Floor Loads (Downward+) SELF_WE/GHT 19 plffrom 0.00ft to 35.00ft ROOF_P 312 PLF = 14.50' x (23.00+20.00)/2 from 0.00' to 5.50' ROOF_P from 258PLF@ 5.50' to 150.5 PLF@ 11.25' ROOF_P from 150.5PLF@ 11.25'to258 PLF@ 16.75' ROOF_P 280 PLF = 13.00' x (23.00+20.00)/2 from 16.50' to 35.00' Point from Support 1 ofBeam3@11ft, /0=1217 Lr=910)/P1) 'f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 2722/2722 7568/7568 Up 0/0 0/0 w/ 2-2X6 at support 2 (at 19'-0")(1) 1433/1433 010 USE PARALLAM 5 114" x 9 112" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-4251 LB @ 18.67' 1.5xV/(F' vX A)=0.359 F'v= 356, A = 49.88 Critical Moment =-14301 LB-FT@ 19.00' M/(F'bx S)=0,621 F'b= 3592, S = 78.97 Critical Deflection for TL = -0.872 INCH @ 8. 75' s L/240 = 0.950" Critical Deflection for LL= -0.366 INCH@ 8.75' s L/480 = 0.475" (1) selected post does not consider combined axial load and out-of-plane bending Page 76 of 117 Job :65807 Plan .B Code . 2019 CBC P2 * /.94 /.94 2106 14.75 ~ ECQJJJJ1IJ] Shear Diagragm:D + Lr 6571 4IJJJIO:I I [11 llTJJJ:rto Moment Diagragm:D + Lr '<tJJ1Uil I I I I I ]J])lJY -0.410 Deflection Diagram:D + Lr P1 1 * 1 19.00 3s.ob 11.00 CT:cn:t-s,, tLUlO -4251 Shear Diagragm:D + Lr .. <.t..tJ 41llIIIlh cz:TIT:D 'QJY -14301 Moment Diagragm:D + Lr <QJ]Jl11P" -0.872 Deflection Diagram:O + Lr Version: 8.4 GOUVIS ng·n e ·n consulting group, inc. BEAM 5 (DROP): HOR@ FRONT OF M.BED@ 1st Floor Loads (Downward+) SELF_WEIGHT 12 pl/from 0.00ft to 12.25ft ROOF_P 151 PLF = 7.00' x (23.00+20.00)/2 from o.oo· to 12.25' WALL_E 30 PLF = 2.00' x 15.00 from 0.00' to 12.25' Reactions (D+Lr+L/Max. Load comb.) Down 1179/1179 1179/1179 Up 0/0 0/0 USE DFL NO1 6 x 8 (Fb= 1200, Fv= 170) Critical Shear =-1051 Critical Moment =3611 LB @ 11.58' 1.5xV/(F' vX A)=0.180 F'v= 213, A = 41 .25 LB-FT@ 6.17' M/(F'bx S)=0.565 F'b= 1488, S = 51.56 Critical Deflection for TL = -0.315 INCH@ 6.08' :S U240 = 0.613" Critical Deflection for LL= -0.115 INCH @ 6.08' :S U480 = 0.306" BEAM 6 : FL BM@ OVER KITCHEN@ 1st Floor Loads (Downward +) SELF_WEIGHT 16 pl/from 0.00ft to 12.25ft FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' lo 12.25' Point from Support 2 of Beam 1 @ 6. 25ft, I 0=3402 Lr=2660) {Pl) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 3404/3159 3528/3283 Up 0/0 0/0 w/ 2-2X4 at support 1 (at 0'-0")(1 ) w/ 2-2X4 at support 2 (at 12'-3")(1) USE PARALLAM 3 112" x 11 7/8" 2.0E (Fo= 2800, Fv= 285) Critical Shear =-3273 LB @ 11.92' 1.5xV/(F' vx A)=0.332 F'v= 356, A = 41 .56 Critical Moment =19141 LB-FT @ 6.25' M/(F'bX S)=0.798 F'o= 3500, S = 82.26 Critical Deflection for TL = -0.447 INCH@ 6.17' :S U280 = 0.525" Critical Deflection for LL= -0.201 INCH@ 6.17' :S U480 = 0.306" (1) selected post does not consider combined axial load and out-of-plane bending Page 77 of 117 Job 65807 Plan ;B Code :2019 CBC l 12.25 ~ CZQJJUI]]] -1051 Shear Diagragm:D + Lr 3611 «a1[[]]J 11 I 111~ Moment Oiagragm:D + Lr -<tlQOJII I 1 I [[[LDJY -0.315 Deflection Diagram:D + Lr P1 * l 12.25 6.25 111111111111111 1111111111111 -3273 Shear Diagragm:D + Lr 19141 ~ Moment Diagragm:D + Lr -<tlQOJII I ll I jJ]JJP>' -0.447 Deflection Diagram:D + Lr + L Version: 8.4 GOUVIS engin e in consulting group, inc. BEAM 7 : FL BM @ OVER KITCHEN @ 1st Floor Loads (Downward +) SELF_WEIGHT 32 plffrom 0.00ft to 13.00ft FLOOR_P 358 PLF = 13.00' x (15.00+40.00)/2 from 0.00' lo 13.00' Point from Support 2 of Beam 4@ 6.5ft. ( 0=4389 Lr-3179) (P1) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 6316/5496 6316/5496 Up 0/0 w/ 4X8 at support 1 (at 0'-0")<1> w/ 4X8 at support 2 (at 13'-0")<1> 0/0 USE PARALLAM 7" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-4596 LB @ 12.67' 1.5xV/(F' vX A)=0.291 F'v= 285, A = 83.13 Critical Moment =28868 LB-FT @ 6.50' M/(F'bx S)=0.602 F'b= 3500, S = 164.52 Critical Deflection for TL = -0.435 INCH @ 6.50' s L/280 = 0.557" Critical Deflection for LL = -0.21 4 INCH@ 6.50' s L/480 = 0.325" BEAM 8 : TOP FL @ FRONT OF KITCHEN @ 1st Floor Loads (Downward +) SELF_WEIGHT 48 plffrom 0.00ft to 25.00ft FLOOR_P 770 PLF = 28.00' x (15.00+40.00)12 from 0.00' to 10. 75' FLOOR_P 715 PLF = 26.00' x (15.00+40 00)/2 from 10.75' to 13.25' FLOOR_P 385 PLF = 14.00' x (15.00+40.00)/2 from 13.25' to 25.00" WALL_/ 70 PLF = 7.00' x 10.00 from 0.00' to 25.00' ROOF_P 280 PLF = 13.00' x (23.00+20.00)/2 from 0.00' to 25.00' Point from Support 2 ofBeam 6@ 10.5ft. ( 0=1926 Lr-1357 L=245) (P1) Point from Support 1 of Beam 7@ 13.25ft, ( 0=3036 Lr-1590 L=1690) (P2) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 17487/15166 15137/13209 Up 0/0 0/0 w/ 6X6 at support 1 (at 0'-0")<1> wl 3-2X6 at support 2 (at 25'-0"J") USE PARALLAM 5 1/4" x 24" 2.2E (Fb= 2800, Fv= 285) Critical Shear =14185 LB@ 0.33' 1.5xV/(F'vx A)=0.593 F'v= 285, A= 126.00 Critical Moment =101808 LB-FT@ 12.92' M/(F'bx S)=0.935 F'b= 2593, S = 504.00 Critical Deflection for TL= -1.014 INCH@ 12.33' s L/280 = 1.071" Critical Deflection for LL = -0.525 INCH@ 12.33' s L/480 = 0.625" (1) selected post does not consider combined axial load and out-of-plane bending Page 78 of 117 Job ·65807 Plan :B Code ·2019 CBC P1 * 13.00 6.50 ffiTTnnnn illl1ll1IIII] -4596 Shear Oiagragm:O + L 28868 ~ Moment Oiagragm:D + 0. 75xL + 0. 75xLr «tttlOJII I l 11 I11JJDP' --0.435 Deflection Diagram:D + Lr+ L P1 P2 A * * 25.00 10.50 1i....---1C.::3.:..:.2:.,:c5 __ ..J 14185 ~ u:urw:nrn Shear Oiagragm:D + L 101808 ~ Moment Oiagragm:O + L '<lllLUil 11 l 11~ -1.013 Deflection Disgram:D +Lr+ L Version: 8.4 GOUVIS gin I ·o consulting group, inc. BEAM 9 : TOP FL BM @ FRONT OF DECK @ 1st Floor Loads (Downward+) SELF_WE/GHT 24 pf/from 0.00ft to 20.00ft DECK 300 PLF = 8.00' x (15.00+60.00/12 from 0.00' to 20.00' Reactions (D+Lr+L/Max. Load comb.) Down 2880/2880 3600/3600 Up 0/0 0/0 w/ 2-2X6 at support 2 (at 18'-0")(1) USE PARALLAM 5 1/4" x 11 7/8" 2.0E (Fb= 2800, F,= 285) Critical Shear =-2628 LB@ 17.00' 1.5xV/(F' vX A)=0.222 F',= 285, A= 62.34 Critical Moment =12800 LB-FT @ 8.92' M/(F'bx S)=0.445 F'b= 2800, S = 123.39 Critical Deflection for TL = -0.507 INCH@ 9.00' s U280 = 0.771" Critical Deflection for LL= -0.375 INCH @ 9.00' :S U480 = 0.450" BEAM 10 : FL BM @ OVER DECK @ 1st Floor Loads (Downward +) SELF_WEIGHT 19 pl/from 0.00ft to 8.00ft DECK 113 PLF = 3.00' x (15.00+60.00)/2 from 0.00' to 8.00' Point from Support 2 of Beam 9@ 8ft, ( 0=933 L=2667 / (P1) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 99/99 4553/4553 Up 0/0 0/0 w/ 2-2X6 at support 2 (at 7'-3")(1l USE PARALLAM 5 1/4" x 9 114" 2.0E (Fb= 2800, Fv = 285) Critical Shear =3688 LB@ 7.33' 1.5xV/(F' vX A)=0.400 F'v= 285, A= 48.56 Critical Moment =-2737 LB-FT@ 7.25' M/(F'bX S)=0.157 F'b= 2882, S = 74.87 Critical Deflection for TL = -0.010 INCH @ 8.00' :S L/180 = 0.050" Critical Deflection for LL= -0.007 INCH @ 8.00' :S L/270 = 0.033" ( 1) selected post does not consider combined axial load and out-of-plane bending Page 79 of 117 Job :65807 Plan :B Code : 2019 CBC 1 18.00 20.00 ~ -<JJ:t1Jl]JJj"" -2628 Shear Diagragm:D + L 12800 4J1IJJJ 1111 llJJJhn- Moment Dlagragm:D • L <ztJJJIIII I J I OJJ1LL9 <() --0.375 Deflection Diagram:L • 7.25 8.00 8.00 Shear Diagragm:D + L P1 1 + ii 1111[] zzzrttttJJJJJiv -2737 Moment Diagragm:D + L ~ \ij --0.007 Deflection Diagram:L Version: 8.4 Gouv1s engine in consulting group, inc. BEAM 11 : FL BM @ RIGHT OF ELEV.@ 1st Floor Loads (Downward +) SELF_WE/GHT 24 plffrom 0.00ft to 18.00N FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' to 16.00' DECK 300 PLF = 8.00' x (15.00+60.00)/2 from 0.00' to 18.00' WALL_E 120 PLF = 8.00' x 15.00 from 12.25' to 18.00' ROOF_P 280 PLF = 13.00' x (23.00+20.00)/2 from 12.25' to 18.00' Point from Support 2 of Beam 7@ 0.25ft. ( 0=3036 Lr-1590 L=1690) (P1) Point from Support 1 of Beam 10@ 16ft, I 0=52 L=47) (P2) Point from Support 1 of Beam 5@ Oft, ( 0=750 Lr-429) (P3) Point from Support 2 of Beam 5@ 12.25ft, ( 0=750 Lr-429) (P4) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 10042/8644 77 41 /6665 Up 0/0 0/0 w/ 2-2X6 at support 1 (at O' -0'") <1) w/ 2-2X6 at support 2 (at 14'-3'")<1) USE PARALLAM 5 1/4'" x 11 7/8'" 2.0E (Fb= 2800, Fv = 285) Critical Shear =-3941 LB @ 13.92' 1.5xV/(F' ,x A)=0.333 F',= 285, A = 62.34 Critical Moment =8462 LB-FT @ 6.67' M/(F'bx S)=0.294 F'b= 2800, S = 123.39 Critical Deflection for TL = Critical Deflection for LL = -0.206 INCH@ 6.92' s L/280 = 0.611" -0.153 INCH@ 7.00' s L/480 = 0.356" BEAM 12 : FL BM @ RIGHT OF GARAGE @ 1st Floor Loads (Downward +) SELF_WEtGHT 9 plffrom 0.00ft to 3.00ft POINTLOAD @ 0. 75' ( 0=576 L=1670) (P1) f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 1698/1698 575/575 Up 0/0 0/0 USE DFL NO2 4 x 10 (Fb= 900, Fv= 180) Critical Shear =1695 Critical Moment =1271 LB @ 0.33' 1.5xV/(F' vX A)=0.436 F',= 180, A = 32.38 LB-FT@ 0.75' M/(F'bx S)=0.283 F'b= 1080, S = 49.91 Critical Deflection for TL = Critical Deflection for LL = -0.004 INCH @ 1.33' s L/280 = 0.129" -0.003 INCH @ 1.33' s L/480 = 0.075" (1) selected post does not consider combined axial load and out-of-plane bending Page 80 of 117 Job :65807 Plan ·B Code 2019 CBC flll1 P4 P2 t * l * 14.25 18.00 12.25 16.00 ro:rrn:r--s 01:t-s, <tZQQJJ] -3941 Shear Oiagragm:D + L 8462 4J7JJJIDIIJJ:rh '-0» Moment Diagragm:D + L '<tJJ1Jllilll[D 4IJ] -0.153 Deflection Oiagram:Lr + L P1 * A 3.00 0.75 1695 J 11 l I 11\ j j j j j i i Shear Diagragm:D + L 1271 ~ Moment Oiagragm:D + L <tJJJJ]__Q 11 1 1_[011t119 -0.003 Deflection Diagram:L Version: 8.4 GOUVIS n i e in consulting group, inc. BEAM 14 : FL BM @ FRONT OF GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 25plffrom 0.00ft to 21.00ft DECK 113 PLF = 3.00' x (15.00+60.00)/2 from 0.00' to 21.00' Pointfrom Support 2 of Beam 12@ 20.5ft, ( 0=157 L=417) (P1) Pointfrom Suppor1 2 of Beam 12@ 20.5ft, ( 0=157 L=417) (P2) 'f :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 147111471 2566/2566 Up 0/0 010 USE PARALLAM 7" x 9 1/4" 2.0E (Fb= 2800, Fv = 285) Critical Shear =-2521 LB @ 20.67' 1.5xV/(F' vX A)=0.205 F'v= 285, A= 64.75 Critical Moment =7870 LB-FT @ 10.67' Ml(F\x S)=0.328 F'b= 2882, S = 99.82 Critical Deflection for TL= -0.681 INCH@ 10.58' s U280 = 0.900" Critical Deflection for LL = -0.448 INCH@ 10.58' s L/480 = 0.525" BEAM 13: FL BM @ FRONT OF GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 8 pl/from 0.00ft to 8.00ft FLOOR_P 110 PLF =4.00' x (15.00+40.00)/2 from 0.00' toB.00' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 8.00' FLOOR_P 110 PLF = 4.00' x (15.00+40.00)/2 from 0.00' to 8.00' WALL_E 113 PLF = 7.50' x 15.00 from 0.00' toB.00' ROOF_P 129 PLF = 6.00' x (23.00+20.00)/2 from 0.00' to 8.00' ' HEARL/NE 2@2nd Floor/Left of Panel A)@ 0.25ft (W=2885, E=1596) (P1) :Shear waif post from above Reactions (D+Lr+L/Max. Load comb.) Down 907/3462 3023/2748 9071824 010 Up 01-2539 0/0 USE TIMBERSTRAND 1 3/4"x1 1 7/8" 1.55E (Fb= 2325, Fv= 285) Critical Shear =1 180 LB @ 4.33' 1.5xV/(F' vX A)=0.299 F'v= 285, A = 20. 78 Critical Moment =-1089 LB-FT @400' Ml(F'bx S)=0.137 F'b= 2325, S = 41.13 Critical Deflection for TL= -0.004 INCH@ 6.25' s L/280 = 0.171" Critical Deflection for LL= -0.001 INCH @6.25' s U480 = 0.100" • Omega Strength factor D = 2.5 is considered but may not a controlling case Page 81 of 117 Job :65807 Plan :B Code :2019 CBC P2 + 21.00 20.50 20.50 ~ ac:azrnnru -2521 Shear Diagragm:D + L 7870 40J]J]J"I I [ 111 ~ Momeni Diagragm:D + L 'ztJJJJ]]_i I l 11 lLJ]_LL]Y' -0.448 DeflecCion Diagram:L P1 ffl " 1 A I 4.00 abo 1180 <QJJJJ] '<QJj Shear Diagragm:D + L 4IlID>► ~ V -1089 Moment Diagragm:D + L <zQ[[[IJY «QJ1l]JP' -0.004 Deflection Diagram:D + Lr+ L Version: 8.4 GOUVIS gine in consulting group, inc. BEAM 15 : FL BM @ FRONT OF GARAGE@ 1st Floor Loads (Downward +) SELF_WEIGHT 19 plffrom 0.00ft to 21.50N FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' to 1.50' DECK 131 PLF = 3.50' x (15.00+60.00)/2 from 1.50' to 18.75' DECK 38 PLF = 1.00' x (15.00+60.00)12 from 18. 75' to 21.50' WALL_E 248 PLF = 16.50' x 15.00 from 0.00' to 1.50' FLOOR_P 110 PLF = 4.00' x (15.00+40.00)l2 from 0.00' to 1.50' ROOF_P 22 PLF = 1.00' x (23.00+20.00)12 from 0.00' to 1.50' Point from Support 3 of Beam 13@ 1.5ft, ( 0=577 Lr=90 L=240) (P1) Point from Support! of Beam 12@ 19.5ft. ( 0=445 L=1252) /P2) Point from Support 2 of Beam 14@ 21.5ft, ( D=806 L=1760) (PJ) Point from Support 1 of Beam 9@ 1.5ft. ( 0 =747 L=2133) (P4) SHEARLINE A1@ 2nd Floor/Right of Penel B)@ 1. 75ft (W=792, E=1119) (PS) SHEARLINE 2@ 2nd Floor/Right of Panel A)@ 1. 75ft (W=2885, E=1596) (P6) :Point load Location :Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 4856/6617 6587/6580 Up 0/-2193 0/0 w/ 2-2X6 at support 1 (at O'-O")<'l w/ 2-2X6 at support 2 (at 18'-9")<'l USE PARALLAM 5 1/4" x 9 1/4" 2.0E (Fb= 2800, F, = 285) Critical Shear =4612 LB@ 0.33' 1.5xV/(F'vx A)=0.500 F',= 285, A = 48.56 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =-8543 LB-FT@ 18.75' M/(F'bx S)=0.489 F'b= 2882, S = 74.87 -0.481 INCH@ 7.58' s L/280 = 0.804" -0.311 INCH@ 7.58' s U480 = 0.469'' • Omega Strength factor fl= 2.5 is considered but may not a controlling case (1) selected post does not consider combined axial load and out-of-plane bending Page 82 of 117 P6 P4 .J 1,.12 [ll 18.75 21.50 19.50 21.50 Shear Diagragm:D + L 61 I 1111 ~ Moment Diagragm:D + L Job :65807 Plan :B Code :2019 CBC P2 P3 * + l m l] '<l!JJy -8543 ~ --0.311 Deflection Diagram:Lr + L Version: 8.4 GOUVIS in consulting group, inc. BEAM 16 : FL BM@ OVER GARAGE @ 1st Floor Loads (Downward+) SELF_WEIGHT 24 pl/from 0.00fl to 13.00fl FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' lo 13.00' DECK 75 PLF = 2.00' x (15.00+60.00)/2 from 0.00' to 13.00' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 13.00' FLOOR_P 440 PLF = 16.00' x (15.00+40.00)/2 from 0.00' to 13.00' WALL_E 113 PLF = 7.50' x 15.00 from 0.00' to 13.00' ROOF_P 43 PLF = 2.00' x (23.00+20.00)/2 from 0.00' to 13.00' ' HEARL/NE 3@2nd Floor/Both of Panel C)@ 3.50h (W=1799, E=2062) (P1) :Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 5749/5748 5749/5748 Up 0/0 0/0 w/ 2-2X6 at support 1 (at 0'-0")(1) w/ 2-2X6 at support 2 (at 13'-0")(1l USE PARALLAM 5 1/4" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =5331 LB@ 0.33' 1.5xV/(F' vX A)=0.450 F'v= 285, A = 62.34 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =18263 LB-FT @ 6.50' M/(F'bx S)=0.634 F'b= 2800, S = 123.39 -0.388 INCH@ 6.50' s U280 = 0.557" -0.193 INCH @ 6.50' :S U480 = 0.325" • Omega Strength factor Q = 2. 5 is considered bu/ may not a controlling case (1) selected post does not consider combined axial load and out-of-plane bending Page 83 of 117 Job :65807 Plan :B Code :2019 CBC P1 P1 j. R 1 13.00 9.50 I 3.so 5331 ~ «tQ[IJ]J] Shear Diagragm:D + L 18263 4IlIIIIJ I I [ 111~ Momant Diagragm:D + L '<Zll1llU I 11 I I [OJ11P'-' -0.388 Deflection Diagram:D + Lr+ L Version: 8.4 couv1s enginee in consulting group, inc. BEAM 17 : TOP FL @ OVER GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 48 plffrom 0.00ft lo 18.50ft FLOOR_P 358 PLF = 13.00' x (15.00+40.00)/2 from 0.00' 10 17.50' DECK 150 PLF = 4.00' x (15.00+60.00)/2 from 0.00' lo 18.50' WALL_E 135 PLF = 9.00' x 15.00 from 1.50' lo 3.50' FLOOR_P 358 PLF = 13.00' x (15.00+40.00)/2 from 1.50' to3.50' DECK 300 PLF = 8.00' x (15.00+60.00)/2 from 1.50' lo 3.50' WALL_E 113 PLF = 7.50' x 15.00 from 1.50' lo 3.50' ROOF_P 140 PLF = 6.50' x (23.00+20.00)/2 from 1.50' lo 3.50' Point from Support 1 of Beam 13@ 1.5ft, ( 0=577 Lr=90 L=240 W=2885 E=1596) (P1) Point from Support 2 of Beam 16@ 17.5ft, ( 0=2889 Lr-130 L=2730 W=831 E=952) (P2) Point from Support 1 of Beam 11 @ 3.5ft. ( 0=4452 Lr-2033 L=3557) (P3) Point from Support 2 of Beam 11@ 17.5ft, I 0=3438 Lr-1162 L=3140) (P4) SHEARL/NE A@ 2nd Floor (Right of Panel B)@ 4.00ft (W=3753, E=4626) (PS) SHEARLINE A@ 3rd Floor/Left of Panel B)@ 16.25ft (W=1654, E=2841) (P6) :Point load Location :Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 15719/14198 19091/18523 Up 0/0 0/0 w/ 4X8 at support 1 (at 0' -0") (11 w/ trim at support 2 Designed by engineer (at 18'-6")(11 USE PARALLAM 7" x 18" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-17402 LB@ 18.17' 1.5xV/(F',x A)=0.727 F'v= 285, A= 126.00 Critical Moment =44607 LB-FT @ 6.83' M/(F'bx S)=0.529 F'b= 2677, S = 378.00 Critical Deflection for TL= -0.471 INCH @ 8.92' s L/280 = 0.793" Critical Deflection for LL = -0.271 INCH @ 8.92' s L/480 = 0.463" • Omega Strength factor Q = 2.5 is considered but may not a contra/Ung case Used Section ASCE 12.4.3.1 Exception Per SDPWS 4.3.3, Em= 2 x S. W. capacity x Ht (1) selected post does not consider combined axial load and out-of-plane bending Page 84 of 117 Job ·65807 Plan :B Code :2019 CBC PS P1 P3 + I 4.00 [[JJT:L 18.50 16.25 17.50 17.50 Shear Diagragm:D • L 44607 P6 Pl a+ l 'il] -17402 411] 111111111 llJJJJ:rrr> Moment Diagragm:D + L 'Z1JJ111II I I.I I IIDJID'>' -0.471 Deflection Diagram:D + Lr+ L Version: 8.4 GO uv1s enuineerin consulting group, inc. BEAM 18 : FL BM@ RIGHT OF GARAGE@ 1st Floor Loads (Downward +) SELF_WEIGHT 25 plffrom 0.00ft to 12.00ft DECK 113 PLF = 3.00' x (15.00+60.00)/2 from 0.00' to 12.00' Point from Support 2 of Beam 17@3.25ft, / 0=8533 Lr-1632 L=8927 W=90 E=2762) /P1} Point from Support 1 of Beam 12@ 11.5ft, / 0=445 L=1252) /P2) Point from Support 2 of Beam 15@ Oft, ( 0=2013 Lr=B L=4567 W=343 E=253) (P3) T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 13054/12532 18049/18021 Up 0/0 0/0 010 -2182/-3173 w/ 4X8 at support 1 (at 0"-0")(1> w/ trim at support 2 Designed by engineer (at 6"-0")(1 ) USE PARALLAM 7"' x 9 1/4"' 2.0E (Fb= 2800, Fv= 285) Critical Shear =-12236 LB@ 5.67' 1.5xV/(F'vx A)=0.995 F'v= 285, A= 64.75 Critical Moment =18666 LB-FT @ 3.25' M/(F'bx S)=0.779 F'b= 2882, S = 99.82 Critical Deflection for TL = -0.137 INCH @ 12.00' s L/180 = 0.267" Critical Deflection for LL= -0.092 INCH @ 12.00' s L/270 = 0.178" BEAM 19 : FL BM@ FRONT OF ENTRY@ 1st Floor Loads (Downward +) 16 plf from 0. 00ft to 10. 00ft SELF_WEIGHT FLOOR_P FLOOR_P WALL_E FLOOR_P WALL_E 151 PLF = 5.50' x (15.00+40.00)/2 from 0.00' lo 7.50' 110 PLF = 4.00' x (15.00+40.00)/2 from 7.50' to 10.00' 135 PLF = 9.00' x 15.00 from 0.00' to 10.00' 151 PLF = 5.50' x (15.00+40.00)/2 from 0.00' to 10.00' 113 PLF = 7.50' x 15.00 from 0.00' to 10.00' ROOF_P 43 PLF = 2.00' x (23.00+20.00)/2 from 0.00' to 10.00' SHEARLINE A1@ 2nd Floor (Left of Panel A)@2.25ft (W=792, E=1119) (P1) ' HEARL/NE A 1 @ 3rd Floor (Left of Panel A)@ 8.50ft (W=932, E=1634) (P2) :Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 3032/3569 2955/3902 Up 0/-8 0/-549 USE TIMBERSTRAND 3 1/2"x11 7/8" 1.55E (Fb= 2325, Fv= 285) Critical Shear =-6011 LB @ 9.67' 1.5xV/(F' vX A)=0.396 F'v= 547, A= 41.56 Critical Moment =7298 LB-FT @ 5.00' M/(F'bx S)=0.458 F'b= 2325, S = 82.26 Critical Deflection for TL = -0.179 INCH @ 5.00' s L/280 = 0.429" Critical Deflection for LL = -0.070 INCH @ 5.00' s L/480 = 0.250" • Omega Strength factor Q = 2.5 is considered but may not a controlling case (1) selected post does not consider combined axial load and out-of-plane bending Page 85 of 117 Job ·65807 Plan ·B Code :2019 CBC P3 P1 P2 i * 1 1 * 6.00 I 8.00 12.00 3.25 11.50 0!1111 'l11111.1F' -12236 Shear Oiagragm:0 + L 18666 ~ Moment Oiagragm:0 + L "-<tJJII]JP-" "<C((l(ij -0.092 Deflection Diagram.Lr+ L P1 P2 A n n 10.00 2.25 8.50 []110L I 111]] -6011 Shear Oiagragm:/1.0 + 0.14xSds)O + 0. 7x[)xE 7298 4C(]]1] 11 [ II TIIlD:tco Moment Oiagragm:D + L «cttillU II I II IDJlID9 -0.179 Deflection Diagram:D + Lr+ L Version: 8.4 Gouv1s nuin erin consulting group, inc. BEAM 20 : FL BM@ OVER GARAGE @ 1st Floor Loads (Downward +) SELF_ WEIGHT 32 p/ffrom 0.00ft to 21.50ft FLOOR_P 55 PLF = 2.00' x (15.00•40.00)/2 from 0.00' to 21.50' Point from Suppot11 of Beam 17@ 13.5ft, ( 0=6933 Lr=1913 L=6873 W=135 E=902) (P1) Pointfrom Suppott 1 of Beam 15@ 21.5ft, ( 0=1900 Lr=97 L=2859 W=3333 E=2462) (P2) Point from Suppott 2 of Beam 19@ 21.5ft, ( 0=1820 Lr=100 L=1034 W=971 E=1641 ) (P3) SHEARLINE A@2nd Floor/Left of Panel B)@ 13.50ft (W=3753, E=4625) (P4) :Point load Location :Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 2492/3175 22812/26087 Up 0/-693 0/-2134 w/ trim at support 2 Designed by engineer (at 17'-6")(1 ) USE PARALLAM 7" x 11 7/8" 2.0E (Fb = 2800, Fv = 285) Critical Shear =-13122 LB@ 17.17' 1.SxV/(F'vx A)=0.831 F'v= 285, A= 83.13 Critical Moment =-59907 LB-FT@ 17.50' M/(F'bx S)=0.813 F'b= 5376, S = 164.52 Critical Deflection for TL = -0.543 INCH@ 9.42' s L/280 = 0.750" Critical Deflection for LL= -0.313 INCH@ 9.50' s L/480 = 0.438" • Omega Strength factor O = 2.5 is considered but may not a controlling case Used Section ASCE 12.4.3.1 Exception Per SOPWS 4.3.3, Em= 2 x S. W. capacity x Ht BEAM 21 (DROP): HDR @ FRONT OF GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 18 p/ffrom 0.00ft to 16.25ft FLOOR_P 220 PLF = 8.00' x (15.00•40.00)/2 from 0.00' to 1.25' DECK 300 PLF = 8.00' x (15.00•60.00)/2 from 1.25' to 16.25' Point from Support 2 of Beam 13@ 1.25ft, ( 0=1923 Lr=300 L=BOO) (P1) T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 5278/5001 2812/2789 Up 0/0 0/0 w/ 2-2X6 trim at support 1 (at O'-O")"l USE GLULAM 24F-V4 5 1/2" x 12" (Fo= 2400/1850, Fv= 265) Critical Shear =4921 LB@ 0.33' 1.5xV/(F' vX A)=0.422 F'v= 265, A= 66.00 Critical Moment =12233 LB-FT @ 7.50' M/(F'bx S)=0.473 F'b= 2352, S = 132.00 Critical Deflection for TL = -0.424 INCH @ 7.92' s L/280 = 0.696" Critical Deflection for LL = -0.290 INCH @ 8.00' s L/480 = 0.406" (1) selected post does not consider combined axial load and out-of-plane bending Page 86 of 117 Job :65807 Plan :B Code :2019 CBC 17.50 21.50 1350 13.50 21.50 21.50 P4 P1 I l P3 ' om UIIO -13122 Shear Diagragm:D • L ii\11111111\ <ztlJ1Y -59907 Moment Oiagragm:(1.0 • 0.105xSds)D • 0.75x0. 7xOxE • 0.75(L • Lr) ~ rGCITJ -0.543 Deflection Diagram:D + Lr+ L P1 * 16.25 4921 ~ a:::::a:r::u:rn Shear Diagragm:O • L 12233 dO]]]]l 11 [ 111 TTlJn:tr:r-, Moment Diagragm:D • L <G:l1J]J]]_I I] I IJ1LODP' -0.290 Deflection Oiagram:Lr + L Version: 8.4 Gouv1s n ineerin consulting group, inc. BEAM 22 : FL BM @ OVER GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 16 plffrom 0.00ft to 12.50ft WALL_E 248 PLF = 16.50' x 15.00 from 0.00' to 12.50' FLOOR_P ROOF_P 55 PLF = 2.00' x /15.00+40.00)/2 from 0.00' to 12.50' 43 PLF = 2.00' x (23.00+20.00)/2 from 0.00' to 12.50' Reactions (D+Lr+L/Max. Load comb.) Down 2259/2166 2259/2166 Up 0/0 0/0 USE TIMBERSTRAND 3 1/2""x11 7/8"" 1.55E (Fb= 2325, Fv= 285) Critical Shear =1793 LB @ 1.00' 1.5xV/(F' vX A)=0.227 F'v= 285, A= 41 .56 Critical Moment =6670 LB-FT@ 6.25' M/(F'bx S)=0.41 8 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.262 INCH @ 6.25' s L/280 = 0.536" Critical Deflection for LL= -0.044 INCH @ 6.25' s L/480 = 0.313" Page 87 of 117 Job :65807 Plan :B Code :2019 CBC l 12.50 1793 ITT7Irrco:cr,, ~ Sheer Diagragm:D + L 6670 4CCITIJII I [ 11 llJIItr:D> Moment Diagragm:D + L -<tttLUil1 I I I [[ll[[JJY -0.262 Deflection Diagram:D + Lr + L Vers,on: 8.4 GOUVIS engin rin consulting group, inc. BEAM 23 : TOP FL @ OVER GARAGE@ 1st Floor Loads (Downward +) SELF_WEIGHT 53 pl/from 0.00ft lo 23.50ft FLOOR_p FLOOR_P FLOOR_P DECK WALL_/ 564 PLF = 20.50' x (15.00+40.00)/2 from 0.00' to 2.00' 454 PLF = 16.50' x (15.00+40.00)/2 from 2.00' to 10.00' 633 PLF = 23.00' x (15.00+40.00)/2 from 10.00' to 21.50' 75 PLF = 2.00' x (15.00+60.00)/2 from 21.50' to 23.50' 90 PLF = 9.00' x 10.00 from 17.50' to 21. 75' FLOOR_P 385 PLF = 14.00' x (15.00+40.00)/2 from 17.50' to 21. 75' WALL_/ 75 PLF = 7.50' x 10.00 from 17.50' to 21.75' ROOF_P 258 PLF = 12.00' x (23.00+20.00)/2 from 17.50' to 21.75' Pointfrom Supporl 1 of Beam 20@211. ( 0=1124 Lr-392 L=976 W=1367 E=75) (P1) Point from Suppor11 of Beam 16@ 19.5ft. ( 0=2889 Lr-130 L=2730 W=831 E=952) (P2) Point from Suppor1 2 of Beam 22@ 21.5ft, ( 0=1884 Lr-125 L=250) (P3) Point from Support 1 of Beam 14@23.5ft, ( 0=506 L=965) (P4) Point from Support 2 of Beam 8@ 17.5ft, ( 0=7425 Lr-2859 L=4853) (P5) SHEARLINE B @ 2nd Floor (Both of Panel B) @ 17. 50ft (W=2846, E=3505) (P6) SHEARLINE 3@ 2nd Floor/Right of Panel B)@21.50lt (W=1843. E=2430) (P7) :Point load Location :Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 9712/9791 31481/29279 Up 0/0 0/0 w/ 4X8 at support 1 (at O'-O"t I w/ trim at support 2 Designed by engineer (at 20'-9")(11 USE PARALLAM 7" x 20" 2.2E (Fb= 2800, F,= 285) Critical Shear =-23051 LB@ 20.42' 1.5xV/(F' .x A)=0.867 F'v= 285, A= 140.00 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =54986 LB-FT @ 14.42' M/(F\x S)=0.534 F'b = 2646, S = 466.67 -0.460 INCH @ 11.08' s U280 = 0.889" -0.250 INCH@ 11.08' s U480 = 0.519" • Omega Strength factor fl= 2.5 is considered but may not a controlling case (1) selected post does not consider combined axial load and out-of-plane bending Page 88 of 117 Job 65807 Plan ·B Code :2019 CBC P6 P@ P1 PS P2 P3 P4 * I+ Li l 20.75 23.50 21.50 21.50 17.50 17.50 19.50 21.50 23.50 rm 1L(u -23051 Shear Diagragm:D + L 54986 4J1IJJJJil 1111 11 Db Moment Diagragm:D + L <zttl1JIO I [I []JD1V -0.460 Deflection Diagram:D + Lr+ L Version: 8.4 GO uv1s engineerin consulting group, inc. BEAM 24 : FL BM @ REAR OF ELEV.@ 1st Floor Loads (Downward +) SELF_WEIGHT FLOOR_P FLOOR_P ROOF_P 16 plffrom 0.00ft to 11.75ft 110 PLF : 4.00' x (15.00+40.00)/2 from 0.00' to 10. 75' 316 PLF: 11.50'x (15.00+40.00)/2 from 10.75'1011.75' 129 PLF: 6.00' x (23.00+20.00)/2 from 0.00' to 11.75' WALL_E 135 PLF :9.00' x 15.00 from 0.00' lo 11.75' Poin/fromSuppor12 ofBeam22@11.75ft, (D:1884 Lr-125 L:250)/P1) SHEARUNE 3@ 2nd Floor (Left of Panel A)@ 11. 75ft (W:1935, E:2536) (P2) :Point load Location : Shear wall post from above Reactions (D+Lr+L/Max. Load comb.) Down 185811859 5190/6902 Up 0/0 0/-538 wl 2-2X4 at support 2 (at 10'-9")11> USE TIMBERSTRAND 3 1I2"x11 718" 1.55E (Fb= 2325, Fv= 285) Critical Shear =8769 LB @ 10.83' 1.5xV/(F' vX A)=0.578 F'v= 547, A= 41 .56 Critical Moment =-8626 LB-FT @ 10.75' Ml(F'bx S)=0.282 F'b= 4464, S = 82.26 Critical Deflection for TL = Critical Deflection for LL = -0.1 13INCH @ 5.17' s U280 =0.461 " -0.047 INCH @ 5.25' s U480 = 0.269" • Omega Strength faclor {): 2.5 is considered but may not a controlling case BEAM 25 : FL BM @ REAR OF ELEV.@ 1st Floor Loads (Downward +) SELF_WEIGHT 24 plffrom 0.00ft lo 12.00ft FLOOR_P 55 PLF: 2.00' x (15.00+40.00)/2 from 0.00' lo 12.00' Poinlfrom Support 2 of Beam 24@ Oft, ( D:3724 Lr-522 L:944 W:2115 E:2772 )(P1) + :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 7348/9491 0/259 Up 0/-515 -1210/-1767 wl 2-2X6 at support 1 (at 2'-9")11> USE PARALLAM 5 114" x 11 7/8" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-11213 LB@ 2.42' 1.SxV/(F'vx A)=0.493 F'v= 547, A= 62.34 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =-30711 LB-FT @ 2.75' M/(F'bx S)=0.556 f'b: 5376, S = 123.39 -0.180 INCH @ 0.00' s U180 = 0.183" -0.050 INCH@ 0.00' s U270 = 0.122" (1) selected post does not consider combined axial load and out-of-plane bending Page 89 of 117 Job ·65807 Plan :B Code :2019 CBC P2 P1 l I 10.75 11.75 11.75 11.75 876~ Shear Diagregm:/1.0 + 0.14xSds)D + 0. 7xOxE 1G!CQJJ1Q[V -8626 Moment Diagregm:/1.0 + 0.14xSds)D + 0. 7xOxE <zttlllillLU]l1 <17 -0.113 Deflection Diagram;D + Lr+ L P1 + 2.75 l I ~ 1111])' -11213 12.00 111111 ShearDiagragm:/1.0 + 0.14xSds)D + 0.7x0xE ~ -30711 Moment Diagragm:/1.0 + 0.14xSds)D + 0.7xOxE [)Jv -a::OII I I I I I CTin::r:,, -0.180 Deflection Diagram:D + Lr+ L l Version: 8.4 GOUVIS ngineering consulting group, inc. cp 1L ROOF SHEAR WALL LAYOUT PLAN B Job :65807 Plan :B Code :2019 CBC GOUVIS ngineering consulting group, inc. 1L L c--- I- ~ ~ ~ ~ ~ -+- 3RD FLOOR SHEAR WALL LAYOUT PLAN B Job :65807 Plan :B Code :2019 CBC -~I GOUVIS ngineering consulting group, inc. • D 2ND FLOOR SHEAR WALL LAYOUT PLAN B Job :65807 Plan :B Code :2019 CBC GO uv1s engineering consulting group, inc. SECTION 1 -DIRECTION L BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 29.0 B = 38.5 L = 34.5 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 29.0 WIDTH = 38.5 DEPTH = 34.5 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 7.5' FLR. DEPTH= 11.875" ASCE 7-16, MWFRS -DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 110MPH WIND EXPOSURE= C Job :65807 Plan :B Code : 2019 CBC COEFFICENTS: Kd=0.85, K,1= 1.00, Ke= 1.00, K,,= 0.98, G = 0.85, Gcp;= ±0.18, w = 1.00, Qh= 25.68PSF INTERPOLATION: UB => YES, h/L => YES, 0 => YES WIND HEIGHT (FT): 15 20 25 30 40 WALL PRESSURE wP (PSF): 26.11 27.06 27.84 28.5 29.6 ROOF ELEMENT WDIR+ WDIR-OWDIR+ OWDIR-UDIR+ Hip Roof W=38.5' L=17' Leeward 37.66 18.98 -17.28 1.4 12197 Hip Roof W=38.5' L=17' Windward -17.28 1.4 37.66 18.98 12197 WIND LOAD: ROOF= 79.70 = 0.6 x 132.83 PLF (MAX.) UPLIFT AVE.= 11.02 PSF 2-FLR = 146.53 = 0.6 x 244.22 PLF 1-FLR = 145.22 = 0.6 x 242.03 PLF MAX TOTAL = 371.45 PLF Soil Report number: 9324.1, By: Hetherington Engineering, Inc., Date: 6/21/2021 ASCE 7-16, EQUIVALENT LATERAL FORCE (ELF) PROCEDURE SEISMIC PARAMETERS: Ss= 1.090 S1= 0.400 Fa= 1.20 Fv= 1.90 50 30.5 UDIR- 6147 6147 Ry=6.50 SITE CLASS:D (Default) Sos=2FaSs/3 =0.872 So1=2FvS1/3 =0.507 Soc=D l,,=1.00 k =1.00 V= SosX I x WI (1 .4 x R)= 0.0958W ROOF: DL ROOF = 23.00 x 1050.00 / 38.50 = 627.27 PLF DL EXT WALL= 15.00 x 70.00 x 3.75 / 38.50 = 102.27 PLF DL INT WALL= 10.00 x 70.00 x 3.75 138.50 = SHEAR= 0.0958 x (627.27 + 102.27 + 68.18) = 2-FLR: DL FLOOR= 15.00 x 1035.00 / 38.50 = DL DECK= 15.00 x 190.00 / 38.50 = DL EXT WALL= 102.27 + 15.00 x 70.00 x 4.50 / 38.50 = DL INT WALL= 68.18 + 10.00 x 30.00 x 4.50 / 38.50 = SHEAR= 0.0958 x (403.25 + 74.03 + 225.00 + 103.25) = 1-FLR: DL FLOOR = 15.00 x 1035.00 / 38.50 = DL DECK= 15.00 x 210.00 / 38.50 = DL EXT WALL= 122.73 + 15.00 x 70.00 x 4.00 / 38.50 = DL INT WALL= 35.06 + 10.00 x 30.00 x 4.00 / 38.50 = SHEAR= 0.0958 x (403.25 + 81.82 + 231.82 + 66.23) = TOTAL SEISMIC LOAD = 76.42 + 77.17 + 75.02 = REDISTRIB.: 797.7 x 26.5 + 805.5 x 18.0 + 783.1 x 8.0 = 41904 PLFxFT SHEAR ROOF= 228.61 x 797.73 x 26.5 / 41904 = SHEAR 2-FLR= 228.61 x 805.52 x 18.0 / 41904 = SHEAR 1-FLR= 228.61 x 783.12 x 8.0 / 41904 = ROOF: 2-FLR: 1-FLR: ROOF DIAPHRAGM: 115.33 PLF SEISMIC GOVERN 226.23 PLF WIND GOVERN 371 .45 PLF WIND GOVERN V = 115.33 PLF MAX SHEAR= 115.33 x 18.00 I (2 x 34.50) = 30.09 PLF ALIGN USE: 15132" COX RA TED UNBLOCKED 32116 wl8d COMMON NAILS AT 6", 6", 12" 0. C. CHORD FORCE= 115.33 x 18.00 2 / (8 x 34.50) = 135.39 LBS 68.18 PLF 403.25 PLF 74.03 PLF 225.00 PLF 103.25 PLF 403.25 PLF 81.82 PLF 231 .82 PLF 66.23 PLF 115.33 PLF 79.1 PLF 34.18 PLF SPLICE WI MIN (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) 2-FLR DIAPHRAGM: V = 146.53 PLF ALIGN MAX SHEAR= 146.53 x 18.00 I (2 x 34.50) = 38.23 PLF USE: 23132" COX RATED UNBLOCKED wl 10d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 146.53 x 18.00 2 / (8 x 34.50) = 172.02 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) 1-FLR DIAPHRAGM: V = 145.22 PLF ALIGN MAX SHEAR= 145.22 x 18.00 I (2 x 34.50) = 37.88 PLF USE: 23132" COX RATED UNBLOCKED wl 10d COMMON NAILS AT6". 6". 12" O.C. CHORD FORCE= 145.22 x 18.00 2 / (8 x 34.50) = 170.47 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) (1) Load from Diaphragm Only Page 93 of 117 76.42 PLF 77.17 PLF 75.02 PLF 228.61 PLF (115.33 PLF(1l) (100.34 PLF<1l) (97.55 PLF<1l) Version; 8.4 GO uv1s engineering consulting group, inc. SECTION 1 -DIRECTION T BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 29.0 B = 38.5 L = 34.5 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT = 29.0 WIDTH = 34.5 DEPTH = 38.5 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 7.5' FLR. DEPTH= 11.875" ASCE 7-16, MWFRS -DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED= 110MPH WIND EXPOSURE= C Job :65807 Plan .B Code :2019 CBC COEFFICENTS: Kd=0.85, K,1= 1.00, Ke= 1.00, Ki,= 0.98, G = 0.85, Gcp,= ±0.18, w = 1.00, qh= 25.68PSF INTERPOLATION: UB => YES, h/L => YES, 8 => YES WIND HEIGHT (FT): 15 20 25 50 30 40 WALL PRESSURE wP (PSF): 25.61 26.55 27.33 29.99 27.99 29.09 ROOF ELEMENT WDIR+ WDIR-OWDIR+ UDIR-OWDIR-UDIR+ Gable W=35.5' L=19' Windward 26.7 45.92 31.25 11891 12.03 18126 GableW=35.5'L=19'LeeWard 31.25 12.03 26.7 11891 45.92 18126 WIND LOAD: ROOF = 101.02 = 0.6 x 168.37 PLF (MAX.) UPLIFT AVE.= 16.38 PSF 2-FLR = 143.80 = 0.6 x 239.67 PLF 1-FLR = 142.41 = 0.6 x 237.35 PLF MAX TOTAL = 387.24 PLF Soil Report number: 9324.1, By: Hetherington Engineering, Inc., Date: 6/21/2021 ASCE 7-16, EQUIVALENT LATERAL FORCE (ELF) PROCEDURE SEISMIC PARAMETERS: Ss= 1.090 S, = 0.400 Fa= 1.20 Fv= 1.90 Rx=6.50 SITE CLASS:D (Default) Sos=2F8 S5/3 =0.872 So1=2FvS1/3 =0.507 Soc=D V= SosX I x WI (1.4 x R)= 0.0958W ROOF: DL ROOF = 23.00 x 1050.00 / 34.50 = DL EXT WALL = 15.00 x 70.00 x 3.75 / 34.50 = DL INT WALL= 10.00 x 50.00 x 3.75 / 34.50 = SHEAR= 2-FLR: DL FLOOR= DL DECK = DL EXT WALL= DL INT WALL= SHEAR = 1-FLR: DL FLOOR = DL DECK= 0.0958 X (700.00 + 114.13 + 54.35) = 15.00 X 1035.00 / 34.50 = 15.00 X 190.00 I 34.50 = 114.13 + 15.00 X 70.00 X 4.50 / 34.50 = 54.35 + 10.00 X 30.00 X 4.50 / 34.50 = 0.0958 X (450.00 + 82.61 + 251.09 + 93.48) = 15.00 X 1035.00 / 34.50 = 15.00 X 210.00 / 34.50 = DL EXT WALL = 136.96 + 15.00 x 70.00 x 4.00 / 34.50 = DL INT WALL= 39.13 + 10.00 x 30.00 x 4.00 / 34.50 = SHEAR = 0.0958 x (450.00 + 91.30 + 258.70 + 73.91) = TOTAL SEISMIC LOAD = 83.20 + 84.03 + 83.72 = REDISTRIB.: 868.5 x 26.5 + 877.2 x 18.0 + 873.9 x 8.0 = 45795 PLFxFT SHEAR ROOF= 250.95 x 868.48 x 26.5 / 45795 = SHEAR 2-FLR= 250.95 x 877.17 x 18.0 / 45795 = SHEAR 1-FLR= 250.95 x 873.91 x 8.0 / 45795 = ROOF: 126.12 PLF SEISMIC GOVERN 2-FLR: 1-FLR: ROOF DIAPHRAGM: 244.83 PLF WIND GOVERN 387.24 PLF WIND GOVERN V= 126.12PLF MAX SHEAR= 126.12 x 15.00 / (2 x 38.50) = 24.57 PLF ALIGN USE: 15132" COX RA TED UNBLOCKED 32/16 w/Bd COMMON NAILS AT 6", 6". 12" 0. C. CHORD FORCE= 126.12 x 15.00 2 / (8 x 38.50) = 92.13 LBS ie=1.00 k =1.00 700.00 PLF 114.13 PLF 54.35 PLF 450.00 PLF 82.61 PLF 251 .09 PLF 93.48 PLF 450.00 PLF 91.30 PLF 258.70 PLF 73.91 PLF 126.12 PLF 86.52 PLF 38.31 PLF SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" 0. C. (STANDARD CONSTRUCTION) 2-FLR DIAPHRAGM: V = 143.80 PLF ALIGN MAX SHEAR= 143.80 x 15.00 / (2 x 38.50) = 28.01 PLF USE: 23132" COX RATED UNBLOCKED w/10d COMMON NAILS AT6". 6". 12" 0 .C. CHORD FORCE= 143.80 x 15.00 2 / (8 x 38.50) = 105.05 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION} 1-FLR DIAPHRAGM: V = 142.41 PLF ALIGN MAX SHEAR= 142.41 x 15.00 / (2 x 38.50) = 27.74 PLF USE: 23132" COX RATED UNBLOCKED w/10d COMMON NAILS AT 6", 6". 12" O.C. CHORD FORCE= 142.41 x 15.00 2 / (8 x 38.50) = 104.03 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) (1) Load from Diaphragm Only Page 94 of 117 83.20 PLF 84.03 PLF 83.72 PLF 250.95 PLF (126.12 PLF(1)) (109.27 PLF(l)) (108.86 PLF(l)) Version: 8.4 GOUVIS IIUil erin I Wind: 1435(LB) consulting group, inc. 1L_ROOF 36.00ft Wind: 1435 Seismic: 2076 Seismic: 2241(LB) = 2076 + 165 • Strap (E) Blocked panel use TYPE 3 o.oo I -921 Drag Force Analysis 16.00 A: Simpson ST22 (1192LB} ALT (10) #16 sinker per top plate splice Design Analysis WALL 1 3rd Floor ON GRID 1 Exterior Direction: L Location:(0.00,0.00) Total Length= 34.00 ft Total panel Length= 10.50ft (Net Length= 9.77ft) Shear Diaphragm = 2241 / 34.00 = 66 plf 2.75 1.75 0.50 Job :65807 Plan ·B Code : 2019 CBC 7.50 r<if> 29.00 ~ I 34.oo 31.75 (p = 1.0) Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 456 plf (At blocked opening A & B) Max. Drag = 921 lbs Max panel deflection: ~M = (4.0/1.00) x ~s x 1.4 = 0.666" s 0.020 x 90.00 = 1.800" Use TYPE 3 Design Report: Loads: Wall 112.50plf= 15x 7.50' Overturn Analysis Uplift(T) Panel @ b = 5.00 Down(C) h = 3.50 Net length = 5.00 Left Side: T = 744 LB C = 1026 LB CS16/2x6 Right Side: T = 0 LB C = 0 LB NO_UPLIFT Use CS16/2x6 @ L Blocked! Force at Edge of opening is 1197 LB Panel @ b = 2.75 h = 3.50 Net length = 2.75 Left Side: T = 0 LB C= 0 LB NO_UPLIFT Right Side: T = 744 LB C = 1026 LB CS 16/2x6 Use CS16/2x6 @ R. Panel @ b = 2.75 h = 7.50 Net length = 2.75 * (2b/h) = 2.02 Left Side: Right Side: T = 1216 LB T = 1216 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 1401 LB C = 1401 LB CS16/2x6 CS16/2x6 Use CS16/2x6 on both ends Page 95 of 117 Version: 8.4 GO uv1s enuineerin consulting group, inc. I 1L 2 FL 17.50ft Wind: 1282 Seismic: 692 from SW 1 (W=1435LB, E=2241LB) from 0.00ft to 34.50ft (100%) Wind: 2717(LB) = 1282 + 1435 Seismic: 3306(LB) = 692 + 208 + 2406 13.00 • Strap (E) Post/stud required to transfer load from ABV. 16.00 6.00 2.00 0.00 1 ~ ~ A: Simpson ST22 (1192LB) WALL 1 2nd Floor ON GRID 1 -1034 Drag Force Analysis ALT (10) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(0.00,0.00) Total Length= 35.00 ft Total panel Length= 19.00ft (Net Length= 19.00ft) Shear Diaphragm = 3306 / 35.00 = 94 plf I'" . . 5 0.50 9.00 ~135.00 29.00 (p = 1.0) Use (9 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 3306 I 19.00 = 174 plf (Flexible) Max. Drag= 1034 lbs Max panel deflection: t:.M = (4.0/1.00) x t.s x 1.4 = 0.386" s 0.020 x 108.00 = 2.160" Use TYPE4 * Design Report: Loads: Wall 135.00 plf= 15 X 9.00' Overturn Analysis Uplift(T) Panel @ b = 13.00 Down(C) h = 9.00 Net length = 13.00 Left Side: Right Side: T = 1910 LB T = 1910 LB C = 2734 LB (2)CS16/(2)2x6 C = 2734 LB (2)CS16/(2)2x6 Use (2)CS16/(2)2x6 on both ends Panel @ b = 6.00 h = 9.00 Net length = 6.00 Left Side: Right Side: • User relered T = 1877 LB T = 1958 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 2331 LB (2)CS16/(2)2x6 C = 2331 LB (2)CS16/(2)2x6 Use (2)CS16/(2)2x6 on both ends Page 96 of 117 Job :65807 Plan :B Code :2019 CBC Version: 8.4 GO UVIS ngin e in consulting group, inc. I 1L 1 FL 14.00ft Wind: 1017 Seismic: 239 100% lateral Load from SW 1 (W=2717LB, E=3306LB) Wind: 3733(LB) = 1017 + 2717 Seismic: 3903(LB) = 239 + 151 + 3513 t oo 15.04 2.50 0.46 T Hold down 0.00 I C B A ~ A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) WALL 1 1st Floor ON GRID 1 -2826 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(0.00,0.00) Total Length = 29.00 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 3903 / 29.00 = 135 plf Use (10 A35) or (7 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 3903 / 8.00 = 488 plf (Flexible) Max. Drag= 2826 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 1.142" s 0.020 x 96.00 = 1.920" Use TYPE 4 • Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Down(C) h = 8.00 Panel @ b = 8.00 Net length = 8.00 Left Side: Right Side: • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel T = 3869 LB C = 4134 LB HTT5/4x6 (•) {I) w/ DBL BLK'G T = 3869 LB C = 4134 LB HTT5/4x6 (•) (I) w/ DBL BLK'G Use HTT5/4x6 (I) on both ends wl (4) 518" x 12" Anchor Bolt (@ 24" O.C. max) Page 97 of 117 129.00 (p = 1.0) Job :65807 Plan :B Code :2019 CBC Version: 8.4 Gouv1s enuine in consulting group, inc. I 1L_2_FL 35.00ft Wind: 2564(LB) Seismic: 1419(LB) = 1384 + 34 • Strap (I) Wind: 2564 Seismic: 1384 26.50 1970 9.00 8.00 o.oo I ~l"oo 16.03 26.50 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL 2 2nd Floor ON GRID 2 ALT (10) #16 sinker per top plate splice ALT ( 16) #16 sinker per top plate splice Design Analysis Interior Direction: L Location:(0.00,0.00) Total Length = 34.50 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 2564 / 34.50 = 74 plf Use (6 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2564 / 8.00 = 321 plf (Flexible) Max. Drag= 1970 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.566" s 0.020 x 108.00 = 2.160" Use TYPE 2 Design Report: Loads: Wall 90.00plf= 10x9.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 9.00 Net length = 8.00 Left Side: Right Side: T = 2711 LB T = 2711 LB C = 3040 LB (2)CS16/(2)2x6 C = 3040 LB (2)CS16/(2)2x6 Use (2)CS16/(2)2x6 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Page 98 of 117 (p = 1.0) Job :65807 Plan :B Code :2019CBC Version: 8.4 GOUVIS ngin e in consulting group, inc. I 1L_1_FL 35.00ft Wind: 2541 Seismic: 598 100% lateral Load from SW 2 (W=2564LB, E=1419LB) Wind: 5106(LB) = 2541 + 2564 Seismic: 2121(LB) = 598 + 69 + 1453 9.50 3.75 T Hold down 3.00 o.oo I ~ A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) WALL2 1st Floor ON GRID 2 7.06 12.65 16.25 Drag Force Analysis ALT ( 10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice Design Analysis Interior Direction: L Location:(0.00,0.00) Total Length= 30.25 ft Total panel Length = 12.00ft (Net Length= 12.00ft) Shear Diaphragm= 5106 / 30.25 = 169 plf 8.00 2.00 <±::! 130.25 28.25 (p = 1.0) Use (12 A35) or (9 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5106 / 12.00 = 425 plf (Flexible) Max. Drag= 2743 lbs Max panel deflection: t:.M = (4.0/1.00) x t:.s x 1.4 = 0.442" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 80.00 plf = 10 • 8.00' Overturn Analysis Uplift(T) Down(C) h = 8.00 Panel @ b = 12.00 Net length= 12.00 Left Side: Right Side: • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel T = 3223 LB C = 3543 LB HTT5/4x6 (*) (I) w/ DBL BLK'G T = 3223 LB C = 3543 LB HTT5/4x6 (*) (I) w/ DBL BLK'G Use HTT5/4x6 (I) on both ends wl (4) 518" x 12" Anchor Bolt (@ 40" O.C. max) Page 99 of 117 Job :65807 Plan :B Code ·2019CBC Version: 8.4 GOUVIS DUi e in I Wind: 1435(LB) consulting group, inc. 1L_ROOF 36.00ft Seismic: 2196(LB) = 2076 + 120 Wind: 1435 Seismic: 2076 7.50 6.50 2.50 1.00 • Strap (E) Blocked panel use TYPE 2 o.oo I ----------=-----1077 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (1 0) #16 sinker per top plate splice Design Analysis WALL3 3rd Floor ON GRID 3 Exterior Direction: L Location:(36.50,0.00) Total Length = 25.50 ft Total panel Length = 10.50ft (Net Length= 10.50ft) Shear Diaphragm= 2196 / 25.50 = 86 pit Use (6 A35) or (4 LSS0) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 338 plf (At blocked opening A & B) Max. Drag= 1077 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.465" s 0.020 x 90.00 = 1.800" (At Opening) Use TYPE 2 Design Report: Loads: Wall 112.50plf= 15x 7.50' Overturn Analysis Uplift(T) Panel @ b = 7.50 Down(C) h = 1.50 Net length= 7.50 Left Side: T = 933 LB C = 1267 LB CS16/2x6 Right Side: T = 0 LB C = 0 LB NO_UPLIFT Use CS16/2x6 @ L. Blocked! Force at Edge of opening is 422 LB Panel @ b = 3.00 h = 1.50 Net length= 3.00 Left Side: T = 0 LB C= 0 LB NO_UPLI FT Right Side: T = 933 LB C = 1267 LB CS16/2x6 Use CS16/2x6 @ R. Plywood shear wall to be nailed to all studs receiving holdowns Page 100 of 117 125.50 (p = 1.0) Job :65807 Plan .B Code :2019 CBC Version: 8.4 GOUVIS ngin consulting group, inc. I 1L 2 FL 18.00ft Wind: 1319 Seismic: 712 from SW 3 (W=1435LB, E=2196LB) from 0.00ft to 26.00ft (100%) Wind: 2753(LB) = 1319 + 1435 Seismic: 3155(LB) = 712 + 127 + 2317 5.00 6.50 2.50 1.00 9.00 D.5ll50 • Strap (E) Post/stud required to transfer load from ABV. Blocked panel use TYPE 4 o.oo I ~ <1> A I 26.00 1d 1e.oo ~ A: Simpson ST22 (1192LB) WALL3 2nd Floor ON GRID 3 -566 Drag Force Analysis 13.50 ALT (10) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(36.50,0.00) Total Length= 26.00 ft Total panel Length= 14.00ft (Net Length= 13.77ft) Shear Diaphragm= 3155 / 26.00 = 121 plf Use (9 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 548 pit (At blocked opening A & B) Max. Drag = 566 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 0.465" s 0.020 x 108.00 = 2.160" Use TYPE 4 Design Report: Loads: Wall 135.00 p/f = 15 X 9.00' Overturn Analysis Uplift(T) Panel @ b = 5.25 Down(C) h = 6.00 Net length = 5.25 Left Side: Right Side: T = 1891 LB T = 0 LB C = 2536 LB (2)CS 16/(2)2x6 C = 0 LB NO_UPLIFT Use (2)CS16/(2)2x6 @ L. Blockedl Force at Edge of opening is 1370 LB Panel @ b = 2.75 h = 6.00 Net length= 2.75 • (2b/h) = 2.52 Left Side: Righi Side: T = 0 LB T = 1785 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 0 LB NO_UPLIFT C = 2430 LB (2)CS16/(2)2x6 Use (2)CS16/(2)2x6 @ R. Page 101 of 117 (p = 1.0) Job :65807 Plan :B Code :2019 CBC Version: 6.4 GOUVIS ngin e in consulting group, inc. WALL 3 2nd Floor ON GRID 3 Overturn Analysis Uplift(T) Panel @ b = 6.00 Down(C) h = 9.00 Net length = 6.00 Left Side: T = 1909 LB C = 2246 LB (2)CS16/(2)2x6 Right Side: T = 1909 LB C = 2246 LB (2)CS16/(2)2x6 Use (2)CS16/(2)2x6 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Page 102 of 117 Job :65807 Plan :B Code :2019 CBC Version: 8.4 Gouv1s enIinee in consulting group, inc. 1L 1 FL I 20.50ft Wind: 1489 Seismic: 350 100% lateral Load from SW 3 (W=2753LB, E=3155LB) Wind: 4242(LB) = 1489 + 2753 Seismic: 3778(LB) = 350 + 145 + 3282 10.00 2.50 T Hold down 8.00 4.00 3.00 o.oo I-I ,.~...;;.. .... __ ..,. ___ s_--1_ 19 _ 2 _ 8 ----'11!~--.-----A-..... ~I 27.50 7.73 12.50 ~ A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL3 1st Floor ON GRID 3 Drag Force Analysis ALT ( 1 0) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(36.50,0.00) Total Length= 27.50 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 4242 / 27.50 = 154 plf Use (10 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4242 I 8.00 = 530 plf (Flexible) Max. Drag= 1928 lbs Max panel deflection: llM = (4.0/1.00) x lls x 1.4 = 0.902" s 0.020 x 96.00 = 1.920" Use TYPE 4 * Design Report: Loads: Wall 120.00 p/f = /5 X 8.00' Overturn Analysis Uplift(T) Down(C) h = 8.00 Panel @ b = 8.00 Left Side: Right Side: T= 4165 LB T = 4165 LB Net length = 8.00 C = 4485 LB C = 4485 LB HDU8/4x6 (*) (I) w/ DBL BLK'G HDU8/4x6 (*) (1) w/ DBL BLK'G Use HDU8I4x6 (I) on both ends wl (4) 5/8" x 12" Anchor Bolt (@ 24" O.C. max) • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel Page 103 of 117 (p = 1.0) Job :65807 Plan :B Code :2019 CBC Version: 8.4 GOUVIS in e in consulting group, inc. I 1T ROOF 8.00ft Wind: 404(LB) Seismic: 712(LB) = 1.3 • ( 504 + 43) • Strap (E) Wind: 404 Seismic: 504 0.50 8.00 7.50 3.25 515 ,00,~1"" A: Simpson ST22 (1192LB) WALL A1 3rd Floor 8.50 Drag Force Analysis ALT ( 10) #16 sinker per top plate splice Design Analysis ON GRIDA Exterior Direction: T Location:(1.00,-34.50) Total Length= 11.75 ft Total panel Length = 3.25ft (Net Length= 3.25ft) Shear Diaphragm= 712 / 11.75 = 61 plf Use (2 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 712 I 3.25 = 219 plf (Flexible) Max. Drag= 515 lbs Max panel deflection: b.M = (4.0/1 .00) x b.s x 1.4 = 0.868" s 0.020 x 90.00 = 1.800" Use TYPE 1 Design Report: Loads: Wall 112.50plf= 15x 7.50" Overturn Analysis Uplift(T) Panel @ b = 3.25 Down(C) h = 7.50 Net length = 3.25 • (2b/h) = 2.82 Left Side: Right Side: T = 1587 LB T = 1587 LB C = 1787 LB C = 1787 LB CS16/2x6 CS16/2x6 Use CS16/2x6 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Page 104 of 117 (p = 1.3) Job :65807 Plan :B Code . 2019 CBC Version: 8.4 GOUVISen in e consulting group, inc. I 1T_2_FL 6.00ft Wind: 431 Seismic: 260 from SWA1 (W=404LB, E=712LB) from 0.00ft to 11.75ft (100%) Wind: 835(LB) = 431 + 404 Seismic: 1180(LB) = 1.3 • ( 260 + 57) + 768 0.50 B.00 3.00 5.25 9.00 3.50 • Strap (E) PosUstud required to transfer load from ABV. r-71 ~ Blocked panel use TYPE 2 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice WALL A1 2nd Floor Design Analysis ON GRIDA Exterior Direction: T Location:(1 .00,-34.50) Total Length = 11. 75 ft Total panel Length = 6.50ft (Net Length; 6.50ft) Shear Diaphragm = 1180 / 11. 75 = 100 plf Use (3 A35) or (2 LSS0) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 351 plf (At blocked opening A & B) Max. Drag= 284 lbs Max panel deflection: LIM = (4.0/1.00) x Lis x 1.4 = 0.358" s 0.020 x 108.00 = 2.160 " (At Opening) Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15x 9.00' Overturn Analysis Uplift(T) Panel @ b = 3.00 Down(C) h = 5.00 Net length = 3.00 Left Side: T = 620 LB Right Side: T = 0 LB C = 904 LB C = 0 LB CS16/2x6 NO_UPLIFT Use CS16/2x6 @ L. Blocked! Force at Edge of opening is 923 LB Panel @ b = 3.50 h = 5.00 Net length = 3.50 Left Side: Right Side: T = 0 LB T= 2176 LB C = 0 LB NO_UPLIFT C = 2547 LB (2)CS16/(2)2x6 Use (2)CS16/(2)2x6 @ R. Provide CS16/2x6@ 8.50ft to transfer load (1587 lbs) to below Plywood shear wall to be nailed to all studs receiving holdowns Page 105 of 117 (p;:; 1.3) Job :65807 Plan :B Code :2019 CBC Version: 8.4 \. GOUVIS ID i consulting g roup, inc. 1T ROOF I 21.60ft Wind: 1091(LB) Seismic: 1873(LB) = 1.3 • ( 1362 + 79) 5.50 • Strap (E) Wind: 1091 Seismic: 1362 11.75 2.25 12.00 1140 Job :65807 Plan :B Code :2019CBC 7.50 o.oo I =,m, 17.25 19.50 31.75 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL A 3rd Floor ON GRID A Exterior Direction: T Location:(1 .00,-28.54) Total Length = 35.25 ft Total panel Length = 5. 75ft (Net Length= 4.62ft) Shear Diaphragm = 1873 / 35.25 = 53 pit Use (6 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1873 / 4.62 = 406 plf (Flexible) Max. Drag= 1140 lbs Max panel deflection: ~M = (4.0/1.00) x ~s x 1.4 = 0.750" $ 0.020 x 90.00 = 1.800" Use TYPE 3 Design Report: Loads: Wall 112.SOplf = 15x 7.50' Overturn Analysis Uplift(T) Panel @ b = 2.25 Down(C) h = 7.50 Net length = 2.25 • (2b/h) = 1.35 Left Side: T = 1870 LB C = 2139 LB (2)CS16/(2)2x6 Right Side: T = 1870 LB C = 2139 LB (2)CS16/(2)2x6 Use (2)CS16/(2)2x6 on both ends Panel @ b = 3.50 h = 7.50 Net length = 3.50 • (2b/h) = 3.27 Left Side: Right Side: T = 2849 LB T = 2849 LB Plywood shear wall 10 be nailed to all studs receiving holdowns C = 3140 LB (2)CS16/(2)2x6 C = 3140 LB (2)CS16/(2)2x6 Use (2)CS16/(2)2x6 on both ends Page 106 of 117 (p = 1.3) Version: 8.4 \ Gouv1s enIinee ·o consulting group, inc. I 1T 2_FL 34.50ft Wind: 2481 Seismic: 1492 from SW A (W=1091LB, E=1873LB) from 0.00ft to 35.25ft (100%) Wind: 3572(LB) = 2481 + 1091 Seismic: 4073(LB) = 1.3 • ( 1492 + 121) + 1976 • Strap (E) PosUstud required to transfer load from ABV. I .. 12.00 12.00 o.oo I ~ A B A I 33. 50 6.50 33.50 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) -1702 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT ( 16) #16 sinker per top plate splice Design Analysis WALL A 2nd Floor ON GRID A Exterior Direction: T Location:(1 .00,-29.00) Total Length = 33.50 ft Total panel Length = 9.25ft (Net Length= 8.81ft) Shear Diaphragm= 4073 / 33.50 = 122 pit Use (10 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4073 / 8.81 = 463 pit (Flexible) Max. Drag= 1702 lbs Max panel deflection: 6M = (4.0/1.00) x6s x 1.4 = 0.991" s 0.020 x 108.00 = 2.160" Use TYPE 3 Design Report: Loads: Wall 135.00plf= 15x9.00' Overturn Analysis Uplift(T) Panel @ b = 5.25 Down(C) h = 9.00 Net length = 5.25 Left Side: Right Side: T = 4092 LB T = 4092 LB C = 4466 LB (2)CS14/(2)2x6 C = 4466 LB (2)CS14/(2)2x6 Use (2)CS14/(2)2x6 on both ends Panel @ b = 4.00 h = 9.00 Net length = 4.00 • (2b/h) = 3.56 Left Side: T = 4789 LB C = 5316 LB (3)CS14/(3)2x6 Right Side: T = 4735 LB C = 5316 LB (3)CS14/(3)2x6 Use (3)CS14/(3)2x6 on both ends Provide (2)CS 16/(2)2x6 @ 31 . 75ft to transfer load (2849 lbs) to below • User refered Page 107 of 117 Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.3) Job :65807 Plan :B Code .2019 CBC Version: 8.4 I consulting group, inc. 1T_1_FL 20.00ft Wind: 1424 Seismic: 383 100% lateral Load from SW A (W=3572LB, E=4073LB) 100% lateral Load from SW A1 (W=835LB, E=1180LB) Wind: 5831(LB) = 1424 + 4407 Seismic: 6100(LB) = 1.3 • ( 383 + 91) + 5484 0.5Cll.50 4.75 1.50 0.253.00 0.!!15 0.75 o.oo I ~LL-= 6.65 11.9/J.75 14.50 15.25 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) WALLA 1st Floor ON GRID A ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice Design Analysis Exterior Direction: T Location:(1.00,-29.00) Total Length= 34.00 ft Total panel Length= 3.50ft (Net Length= 3.50ft) Shear Diaphragm= 6100 / 34.00 = 179 pit 16.00 Design Wall Shears= 6100 I 3.50 = 1743 pit (Flexible) Max. Drag= 2556 lbs Use (2) SIMPSON STEEL STRONG WALL (SSW21x7 -1" DIA.) For Grade Beam of Each Panel, Add (2)#5 Top & Bottom, 4' past Panel Each End. • User refered Page 108 of 117 Job :65807 Plan :B Code :2019 CBC 7.00 1.75 1.00 2556 p.A J 34.00 31.25 33.00 (p = 1.3) Version: 8.4 \, I Wind: 1440(LB) consulting group, inc. 1T_ROOF 28.50ft Wind: 1440 Seismic: 1797 Seismic: 2475(LB) = 1.3 • ( 1797 + 107) 2.25 2.50 9.00 • Strap (I) B -2042 Drag Force Analysis 2.25 I 18.53 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALLS 3rd Floor ON GRID B Interior Direction: T Location:(0.00,-13.00) Total Length= 35.75 ft Total panel Length= 6.25ft (Net Length= 6.25ft) Shear Diaphragm= 2475 / 35.75 = 69 plf 7.00 A Use (6 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2475/6.25 = 396 plf (Flexible) Max. Drag= 2042 lbs Max panel deflection: 6M = (4.0/1.00) x6s x 1.4 = 0.661" :s 0.020 x 90.00 = 1.800" Use TYPE 3 Design Report: Loads: Wall 75.00 pf/= 10 X 7.50' Overturn Analysis Uplift(T) Panel @ b = 6.25 Down(C) h = 7.50 Net length = 6.25 Left Side: Right Side: T = 2917 LB T = 2917 LB C = 3146 LB (2)CS16/(2)2x6 C = 3146 LB (2)CS16/(2)2x6 Use (2)CS16/(2)2x6 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Page 109 of 117 Job :65807 Plan :B Code :2019 CBC 7.50 2.25 4.25 135.75 (p=1.3) Version: 8.4 • GOUVIS ng·n e in consulting group, inc. I 1T_2_FL 28.50ft Wind: 2049 Seismic: 1233 from SW B (W=1440LB, E=2475LB) from 0.00ft to 35. 75ft (100%) Wind: 3489(LB) = 2049 + 1440 Seismic: 4296(LB) = 1.3 * ( 1233 + 61) + 2614 9.00 • Strap (I) PosUstud required to transfer load from ABV. 2.25 7.00 2.25 4.25 9.00 24.50 o.oo I 6.25 r:::::::::::::: I 36. oo 32.00 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALLB 2nd Floor 7.2 -1992 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis ON GRID B Interior Direction: T Location:(0.00,-13.00) Total Length= 36.00 ft Total panel Length= 10.25ft (Net Length= 9.81ft) Shear Diaphragm = 4296 / 36.00 = 119 plf Use (11 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4296 / 9.81 = 438 plf (Flexible) Max. Drag = 1992 lbs Max panel deflection: 6M = (4.0/1.00) x 6s x 1.4 = 0.918" s 0.020 x 108.00 = 2.160 " Use TYPE 3 Design Report: Loads: Wall 90.00 plf: 10 X 9.00' Overturn Analysis Uplift(T) Panel @ b = 6.25 Down(C) h = 9.00 Net length = 6.25 Left Side: Right Side: T = 6874 LB T = 6874 LB C= 7418 LB (3)CS14/(3)2x6 C = 7418 LB (3)CS14/(3)2x6 Use (3)CS14/(3)2x6 on both ends Panel @ b = 4.00 h = 9.00 Net length = 4.00 * (2b/h) = 3.56 Left Side: Right Side: T = 3530 LB T = 3530 LB C = 3803 LB (2)CS14/(2)2x6 C = 3803 LB (2)CS14/(2)2x6 Use (2)CS14/(2)2x6 on both ends (p = 1.3) Plywood shear wall to be nailed to all studs receiving holdowns Page 11 O of 117 Job :65807 Plan :B Code :2019 CBC Version: 8.4 Gouv1s enginee in consulting group, inc. I 1T_1_FL 30.00ft Wind: 2136 Seismic: 575 from SW B (W=3489LB, E=4296LB) from -1.00ft to 35.00ft (100%) Wind: 5625(LB) = 2136 + 3489 Seismic: 5238(LB) = 1.3 • ( 575 + 88) + 4376 Job :65807 Plan :B Code : 2019 CBC 9.00 24.50 8.00 3.50 10.75 0.50 T Hold down PosUstud required to transfer load from ABV. 0.00 lo-I .. a:¾::T>;;;;;;.--1....;;;-.. ~--.... -A .... ..,. __ .1 .. ~------... -B .... .., __ ...;.;A __ ~l 34,50 3.25 ~ 1525~ Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL B 1st Floor ON GRID B Interior Direction: T Location:(1.00,-12.54) Total Length= 34.50 ft Total panel Length = 14.00ft (Net Length= 14.00ft) Shear Diaphragm= 5625 / 34.50 = 163 plf -1834 Use (14 A35) or (11 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5625 / 14.00 = 402 plf (Flexible) Max. Drag= 1834 lbs Max panel deflection: llM = (4.0/1 .00) x tis x 1.4 = 0.986" :5 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 80.00plf= 10x8.00' Overturn Analysis Uplift(T) Down(C) h = 8.00 Panel @ b = 6.00 Net length = 6.00 Left Side: Right Side: T = 3290 LB T = 3290 LB C = 3434 LB C = 3434 LB HTT5/4x6 (•) (1) w/ DBL BLK'G HTT5/4x6 (•) (I) w/ DBL BLK'G Use HTT5/4x6 (I) on both ends wl (2) 518" x 12" Anchor Bolt (@ 56" 0. C. max) Panel @ b = 8.00 h = 8.00 Net length = 8.00 Left Side: Right Side: T = 3182 LB T = 3182 LB C = 3391 LB C = 3391 LB HTT5/4x6 (•) (I) w/ DBL BLK'G HTT5/4x6 (•) (I) w/ DBL BLK'G Use HTT5/4x6 (I) on both ends w/ (3) 5/8" x 12" Anchor Bolt (@ 40" 0. C. max) Provide HDU8/4x6@ 5.25ft for Tension (6874 lbs) from above • Userrefereflrovide STHD14/4x6@ 31.00ft for Tension (3530 lbs) frdffigedkl of 117 (I} Hold down Inside of panel (0) Hold down Outside of panel (p = 1.3) Version: 8.4 GOUVIS81 i ee in consulting group, inc. I 1T_ROOF 12.75ft Wind: 644(LB) (Uplift on Roof= 16. 38psf} Seismic: 1275(LB) = 1.3 • ( 804 + 177) 4.00 • Strap (E) 2.00 Wind: 644 Seismic: 804 8.50 3.00 5.00 5.00 Job :65807 Plan :B Code :2019 CBC 7.50 1.005.00WJ0 "'1'1~ 19.50ll50 ~~IH -463 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALLC 3rd Floor ON GRID C Exterior Direction: T Location:(0.00,0.00) Total Length = 36.50 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 1275 / 36.50 = 35 plf Use (4 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1275 / 8.00 = 159 plf (Flexible) Max. Drag= 463 lbs Max panel deflection: ll.M = (4.0/1.00) x ll.s x 1.4 = 0.566" s 0.020 x 90.00 = 1.800" Use TYPE 1 Design Report: Loads: 112.50plf= 15• 7.50' Wall ROOF_P 69 PLF = 6.001/2 x 23.00 from 0.00' to 36.50' Overturn Analysis Uplift(T) Panel @ b = 4.00 Down(C) h = 7.50 Net length= 4.00 Left Side: Right Side: T = 1039 LB T = 1039 LB C = 1359 LB C = 1359 LB CS16/2x6 CS16/2x6 Use CS16I2x6 on both ends Panel @ b = 4.00 h = 7.50 Net length= 4.00 Left Side: Right Side: T = 1039 LB T = 1039 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 1359 LB C = 1359 LB CS16/2x6 CS16/2x6 Use CS16/2x6 on both ends Page 112 of 117 (p = 1.3) Version: 8.4 I GOUVIS I inee ·o consulting group, inc. 1T_2_FL 12.75ft Wind: 917 Seismic: 552 from SW C (W=644LB, E=1275LB) from 0.00ft to 36.50ft (100%) Wind: 1561(LB) = 917 + 644 Seismic: 2492(LB) = 1.3 • ( 552 + 208) + 1504 8.50 8.50 • Strap (E) PosUstud required to transfer load from ABV. T I 17 50 I l 3 00 5.00 5.00 T 9.00 1 4.00 3.00 5.00 5.00 1,0;;;;;;; ,00,'4~ 19.5023.50 •~tu A: Simpson ST22 (1192LB) WALLC 2nd Floor -905 Drag Force Analysis ALT (10) #16 sinker per top plate splice Design Analysis ON GRID C Exterior Direction: T Location:(0.00,0.00) Total Length = 36.50 ft Total panel Length= 8.00ft (Net Length= 7.11ft) Shear Diaphragm = 2492 / 36.50 = 68 plf Use (6 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2492 / 7 .11 = 350 plf (Flexible) Max. Drag = 905 lbs Max panel deflection: f:.M = (4.0/1.00) x 6s x 1.4 = 0.935" :5 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: 135.00plf= 15x9.00' Wall FLOOR_P 90 PLF = 12. 00'/2 x 15. 00 from 0. 00' to 36. 50' Overturn Analysis Uplift(T) Panel @ b = 4.00 Down(C) h = 9.00 Net length = 4.00 * (2b/h) = 3.56 Left Side: Right Side: T = 3728 LB T = 3728 LB C = 4425 LB (2)CS14/(2)2x6 C = 4425 LB (2)CS14/(2)2x6 Use (2)CS14/(2)2x6 on both ends Panel @ b = 4.00 h = 9.00 Net length = 4.00 * (2b/h) = 3.56 Left Side: T = 3728 LB C = 4425 LB (2)CS14/(2)2x6 Right Side: T = 3728 LB C = 4425 LB (2)CS14/(2)2x6 Use (2)CS14/(2)2x6 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Page 113 of 117 (p = 1.3) Job :65807 Plan :B Code :2019CBC Version: 8.4 GOUVIS I consulting group, inc. 1T_1_FL 12.75ft Wind: 908 Seismic: 244 from SW C (W=1561LB, E=2492LB) from -1.00ft to 35.50ft (100%) Wind: 2469(LB) = 908 + 1561 Seismic: 3225(LB) = 1. 3 • ( 244 + 111) + 2763 T Hold down PosVstud required to transfer load from ABV. 8.00 0.001~ 4> 5.50 11.00 5.75 ~123.50 18.50 -686 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL C 1st Floor ON GRID C Exterior Direction: T Location:(1.00,0.00) Total Length= 23.50 ft Total panel Length= 13.00ft (Net Length= 13.00ft) Shear Diaphragm= 3225 / 23.50 = 137 plf Use (9 A35) or (7 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 3999 / 8.00 = 500 plf (Vertical) Max. Drag = 686 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 0.683" s 0.020 x 96.00 = 1.920" Use TYPE 4 * Design Report: Loads: Wall 120.00plf= 1Sx8.00' Overturn Analysis Uplift(T) Down(C) h = 8.00 Panel @ b = 5.50 Net length = 5.50 Left Side: Right Side: T = 4582 LB T = 4809 LB C = 5251 LB C = 5250 LB HDU8/4x6 (*) (1) w/ DBL BLK'G HDU8/4x6 (*) (I) w/ DBL BLK'G Use HDU8/4x6 (I) on both ends wl (2) 518" x 12" Anchor Bolt (@ 48" 0 . C. max) Panel @ b = 7.50 h = 8.00 Net length= 7.50 Left Side: T = 1871 LB C = 2148 LB HTT5/4x6 (*) (I) w/ DBL BLK'G Right Side: T = 0 LB C = 6173 LB HTT5/4x6 (*) (I) w/ DBL BLK'G Use HTT5/4x6 (I) on both ends wl (3) 5/8" x 12" Anchor Bolt (@ 32" 0 . C. max) Provide STHD14/4x6@ 22.50ft for Tension (3728 lbs) from above • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel Page 114 of 117 5.00 (p = 1.3) Job :65807 Plan :B Code :2019 CBC I 9.00 ..L 5.00 Version: 8.4 GOUVIS ngin co11s11/ting group, inc. Footing/Pad: 1 TYP EXTERIOR FOOTING Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' x 2.50' Weight of footing WALL_E FLOOR_P FLOOR_P ROOF_P 368 PLF = 24.50' x 15.00 from 0.00' to 1.00' 330 PLF = 12.00' x (15.00+40.00)/2 from 0.00' to 1.00' 275 PLF = 10.00' x (15.00+40.00)/2 from 0.00' to 1.00' 129 PLF = 6.00' x (23.00+20.00)/2 from 0.00' to 1.00' Total Weight(W1o1a1 ) = 1664 PLF Footing Width(Bt) Required: 9.98" = (W101a1 / SB) = 1664/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) Footing/Pad: 2 TYP INTERIOR FOOTING Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' X 2.50' Weight of footing WALL_/ FLOOR_P 90 PLF = 9.00' x 10.00 from 0.00' to 1.00' 330 PLF = 12.00' x (15.00+40.00)/2 from 0.00' to 1.00' Total Weight(W1ota1 ) = 983 PLF Footing Width(Br) Required: 5.90" = (W1o1a1 I SB)= 983/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) Footing/Pad: 3 @ FRONT OF BED 1 (LEFT OF BM 8) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight offooting 563 PLF = 150 x 1.50' x 2.50' Weight of Pad 3675 LB = 150 x 3, 50' x 3. 50' x 2. 00' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 1 of Beam 8 (17 487 LB) Total Weight(W,013I ) = 698 PLF Total Point Load(PTotal ) = 21162 LB Footing Width(B,) Required: 4.19" = (W101a1 /SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W1o1a1 x S)/12 = 12184 LB Required Pad Area= P,010I /SB= 21162 / 2000 = 10.58' USE 3'-6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Page 115 of 117 Job :65807 Plan :B Code :2019CBC Version: 8.4 GOUVIS engine in consulting group, inc. Footing/Pad: 4 @ LEFT OF GARAGE (LEFT OF BM 23) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 563 PLF = 150 x 1.50' x 2.50' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 1 of Beam 23 (9676 LB) Total Weight(W,0I0, ) = 698 PLF Total Point Load(Protat ) = 9676 LB Footing Width(Br) Required: 4.19" = (Wtotat /SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W101a1 x S)/12 = 12184 LB No Pad is Required! Footing/Pad: 5 @ RIGHT OF GARAGE (RIGHT OF BM 23) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' x 2.50' Weight offooting Weight of Pad WALL_E 6075 LB= 150 x 4.50' x 4.50' x 2.00' 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 23 (31477 LB) Total Weight(Wtotat ) = 698 PLF Total Point Load(PTotat } = 37552 LB Footing Width(Br) Required: 4.19" = (Wtotal /SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PAnow ) = Pcap -(W101a1 x S)/12 = 12184 LB Required Pad Area = P,01., /SB= 37552 I 2000 = 18.78' USE 4'-6" SQ x 24" DEEP PAD (6)#4 T&B, E.W. Footing/Pad: 6 @ RIGHT OF GARAGE (OVER BM 18) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' x 2.50' Weight of footing Weight of Pad WALL_E 3675 LB= 150 X 3.50' X 3.50' X 2.00' 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 18 (17370 LB) Total Weight(W10I3I ) = 698 PLF Total Point Load(PTota1 } = 21045 LB Footing Width(Br) Required: 4.19" = (W1o1a1 /SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PAnow ) = Pcap -(W101a1 x S)/12 = 12184 LB Required Pad Area= P101aI /SB= 21045 / 2000 = 10.52' USE 3'-6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Page 116 of 117 Job :65807 Plan ·B Code :2019 CBC Version: 8.4 "! GOUVIS inee in consulting group, inc. Footing/Pad: 7 @ FRONT OF GARAGE (LEFT OF BM 21) Soil Bearing(SB) = 2000 PSF post width parallel to footing(Bp) = 3.50" Loads: 563 PLF = 150 x 1.50' x 2.50' Weight of footing Weight of Pad WALL_E 6075 LB= 150 x 4.50' x 4.50' x 2.00' 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 1 of Beam 21 (5278 LB) Point from Support 2 of Beam 20 (22674 LB) Total Weight(W,0,.1 ) = 698 PLF Total Point Load(PToia1 ) = 34027 LB Footing Width(Br) Required: 4.19" = (W1o1a1 /SB)= 698/2000 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 15875 LB Allowable Point Load on Footing(PAnow ) = Pcap • (W,0,., x S)/12 = 12184 LB Required Pad Area= P101a1 /SB = 34027 / 2000 = 17.01' USE 4'-6" SQ x 24" DEEP PAD (6)#4 T&B, E.W. Page 117 of 117 Job :65807 Plan :B Code :2019 CBC Version: 8.4 GEOTECHNICAL INVESTIGATION Proposed Residential Development 245 Acacia A venue Carlsbad, California PC2022-0026 245 ACACIA AVE ACACIA BEACH HOMES CONSTRUCT 3 DETACHED CONDO UNITS 3 BLDGS/ 2 UNIT TYPES DEV2021-0145 2042400800 11/14/2022 HETHERINGTON E" PC2022-0026 HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY Rincon Homes/Rincon Real Estate Group 3005 S. El Camino Real San Clemente, California 92672 Attention: Subject: Mr. Tom St. Clair GEOTECHNICAL INVESTIGATION Proposed Residential Development 245 Acacia A venue Carlsbad, California References: Attached Dear Mr. St. Clair: June 21, 2021 Project No. 9324.1 LogNo.21510 In accordance with your request, we have performed a geotechnical investigation for the proposed three, three-story detached single-family residences at the subject site. Our work was performed during May through July 2021. The purpose of the investigation was to evaluate the geologic and soil conditions at the site in order to provide grading and foundation recommendations for the proposed construction. Our scope of work included the following: • Research and review of readily available geologic literature, geotechnical reports and plans pertinent to the site (see References). • Subsurface exploration consisting of test pits to depths of 5.5 and 6.0-feet for the purpose of soil/bedrock sampling and geologic observation. • Laboratory testing of soil/bedrock samples obtained during the subsurface exploration. • Engineering and geologic analysis. • Preparation of a report providing the results of our field and laboratory work, analysis and our conclusions and recommendations. 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Stree • Laguna Beach, CA 9265 • (949) 715-5440 • Fax (949) 715-5442 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 9324.1 Log No. 21510 June 21 , 2021 Page 2 SITE DESCRIPTION The subject property is located at 245 Acacia Avenue, Carlsbad, California (see Location Map, Figure 1 ). The site consists of a relatively flat rectangular shaped parcel. The site presently supports two, single-story single-family structures. The property is bounded by Acacia Avenue to the north, and by similarly developed residential properties to the south, west and east PROPOSED DEVELOPMENT Proposed development consists of three, three-story detached single-family residences. We anticipate wood-frame construction founded on conventional continuous/spread footings with slab-on-grade floors. Building loads are expected to be typical for this type of relatively light construction. Grading is expected to consist of cut and fill on the order of approximately 1 to 3-feet. SUBSURFACE EXPLORATION Subsurface exploration consisted of two hand excavated test pits to maximum depths of 5.5 and 6.0-feet below existing grades. The approximate locations of the test pits are shown on the attached Plot Plan, Figure 2. The subsurface exploration was supervised by an engineer from this office, who visually classified the soil, and obtained bulk and relatively undisturbed samples for laboratory testing. The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the attached Logs of Test Pits, Figures 3 and 4. LABORATORY TESTING Laboratory testing was performed on samples obtained during the subsurface exploration. Tests performed consisted of the following: • Dry Density/Moisture Content (ASTM: D 22 16) • Maximum Dry Density/Optimum Moisture Content (ASTM: D 1557) • Direct Shear (ASTM: D 3080) HETHERINGTON ENGINEERING, INC. PACIFIC OCEAN SITE ADAPTED FROM: The Thomas Guide, San Diego County, 57th Edition, Page 1106 LOCATION MAP HETHERINGTON ENGINEERING, INC. N I SCALE: 1" -2000' (1 Grid Equals: 0.5 x 0.5 miles) 245 Acacia Avenue Carl sbad Californ ia GEOTECHNICAL CONSULTANTS PROJECT NO. 9324.1 I FIGURE NO. 1 GEOTECHNICAL lNVESTIGA Tl ON Project No. 9324.1 Log No. 21510 June 21, 2021 Page 3 • Soluble Sulfate (Cal Test 417) Results of the dry density and moisture content determinations are presented on the Logs of Test Pits, Figures 3 and 4. The remaining laboratory test results are presented on the attached Laboratory Test Results, Figure 5. SOIL AND GEOLOGIC CONDITIONS 1. Geologic Setting The subject site lies within a relatively level marine terrace that is contained within the coastal plain region of northern San Diego County, California. The coastal plain region is characterized by numerous regressive marine terraces of Pleistocene age that have been established above wave-cut platforms of underlying middle Eocene bedrock and were formed during glacio-eustatic changes in sea level. The terraces extend from areas of higher elevation east of the site and descend generally west- southwest in a "stair-step" fashion down to the present day coastline. These marine terraces increase in age eastward. The site area is contained within the southwest portion of the California Department of Conservation San Luis Rey 7-I /2 minute quadrangle (Reference 10). 2. Geologic Units a. Weathered Paralic Deposits: Weathered paralic deposits were observed to immediately underlie the property to a depth of approximately I to 3-feet below existing site grades. The weathered paralic deposits consist generally of dry to damp, medium dense to dense, brown silty sand. The existing weathered paralic deposits are not considered suitable for support of proposed improvements or compacted fill in their existing condition. b. Paralic Deposits: Underlying the weathered paralic deposits are sediments classified as Pleistocene paralic deposits. These sediments consist generally of damp, dense to very dense, orange brown silty sand. 3. Groundwater Groundwater or seepage was not encountered in the test pits to the maximum explored depths. It should be noted, however, that fluctuations in the amount and HETHERINGTON ENGINEERING, INC. GEOTECHNlCAL INVESTlGA TION Project No. 9324.1 LogNo.21510 June 21 , 2021 Page 4 level of groundwater may occur due to variations in rainfall, irrigation, and other factors that might not have been evident at the time of our field investigation. SEISMICITY Based on our review of the available geologic maps/literature, there are no active or potentially active faults that traverse the subject site, and the property is not located within the currently mapped limits of an Alquist-Priolo Earthquake Fault Zone. The following table lists the known active faults that would have the most significant impact on the site: Maximum Probable Fault Earthquake Slip Rate ,Moment Mal!:nitude) (mm/vear) Rose Canyon 6.9 1.5 ( 4.8-miles/7. 7 ki lometers southwest) Palos Verdes/Coronado Bank (20.5-miles/33.0-kilometers 7.7 3.0 southwest) SEISMIC EFFECTS I . Ground Accelerations The most significant probable earthquake to affect the property would be a 7.7 magnitude earthquake on the Palos Verdes/Coronado Bank fault. Based on Section 1803.5.12 of the 2016 California Building Code and Section 11.8.3 of ASCE 7-10, peak ground accelerations (PGAM) of 0.540g are possible for the design earthquake. 2. Landsliding Review of the referenced geologic maps/literature indicates that the subject property is not included within the limits of any previously mapped landsliding. The risk of seismically induced landsliding affecting the proposed structures is considered low due to the relatively level topography. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 9324. l Log No. 21510 June 21 , 2021 Page 5 3. Ground Cracks The risk of fault surface rupture due to active faulting is considered low due to the absence of a known active fault on site. Ground cracks due to shaking from seismic events in the region are possible, as with all of southern California. 4. Liquefaction The risk of seismically induced liquefaction within the site is considered low due to the dense nature of the terrace deposits and lack of shallow groundwater. 5. Tsunamis The site is not located within a mapped tsunami inundation area. The risk of a tsunami adversely impacting the site is considered low due to the elevation of the property above sea level. CONCLUSIONS AND RECOMMENDATIONS I. General The proposed development is considered feasible from a geotechnical standpoint. Grading and foundation plans should take into account the appropriate geotechnical features of the site. Provided that the recommendations presented in this report and good construction practices are utilized during design and construction, the proposed construction is not anticipated to adversely impact the adjacent properties from a geotechnical standpoint. 2. Seismic Parameters for Structural Design Seismic considerations that may be used for structural design at the site include the following: a. Ground Motion -The proposed improvements should be designed and constructed to resist the effects of seismic ground motions as provided in Section 1613 of the 2019 California Building Code and ASCE 7-16. Site Address: 245 Acacia A venue, Carlsbad, CA 92008 Latitude: Longitude: 33.1519582 N 11 7.3462458 W HETHERINGTON ENGINEERING. INC. GEOTECHNICAL INVESTIGATION Project No. 9324.1 Log No. 2 1510 June 21, 2021 Page 6 b. Spectral Response Accelerations -Using the location of the property and data obtained from the SEAOC/OSHPD Seismic Design Maps Program, short period Spectral Response Accelerations Ss (0.2 second period) and S1 (1.0 second period) are: Ss = 1.094g S 1 = 0.395g c. Site Class -In accordance with Chapter 20 of ASCE 7, and the underlying geologic conditions, a Site Class D is considered appropriate for the subj ect property. d. Site Coefficients Fa and Fv -In accordance with Table 1613.3.3 and considering the values of Ss and S 1, Site Coefficients for a Class D site are: Fa = 1.062 Fv = null e. Spectral Response Acceleration Parameters Sms and Sm1 -In accordance with Section 1613.3.3 and considering the values of Ss and S1, and Fa and Fv, Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sms = 1.162g Sm1 = null f. Design Spectral Response Acceleration Parameters Sds and Sd1 -In accordance with Section 1613.3.4 and considering the values of Sms and Sm 1, Design Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sds = 0.775g Sd1 = null g. Long Period Transition Period -A Long Period Transition Period of TL = 8 seconds is provided for use in San Diego County. h. Seismic Design Category -ln accordance with Tables 1604.5, 1613.3.5(1) and 1613.3.5(2), and ASCE 7, a Risk Category II and a Seismic Design Category D are considered appropriate for the subject property. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTlGA TION Project No. 9324. l Log No. 21510 June 21 , 2021 Page 7 3. Site Grading Prior to grading, areas of proposed improvements should be cleared of existing surface improvements, obstructions, vegetation and debris. Materials generated during clearing should be disposed of at an approved location off-site. Holes resulting from the removal of buried obstructions should be filled with compacted fill or lean concrete. Seepage pits and/or septic systems, if encountered during site development, should be abandoned in accordance with local guidelines. Within the limits of proposed improvements and to 3-feet beyond, any ex1stmg fill/weathered paralic deposits should be removed down to approved undisturbed paralic deposits. We anticipate removal depths on the order of 1 to 3-feet below existing site grades. Actual removal depths should be determined in the field by the Geotechnical Consultant based on conditions exposed during grading. Following removals, the exposed surface soils should be scarified to a depth of 6 to 8- inches, moisture conditioned to about optimum moisture content and compacted to at least 90-percent relative compaction (ASTM: D 1557). Fill should be moisture conditioned to about optimum moisture content and compacted by mechanical means in uniform horizontal lifts of 6 to 8-inches in thickness. All fill should be compacted to a minimum relative compaction of 90- percent based upon ASTM: D 1557. The on-site materials are suitable for use as compacted fill provided all vegetation and debris are removed. Rock fragments over 6-inches in dimension and other perishable or unsuitable materials should be excluded from the fill. All grading and compaction should be observed and tested as necessary by the Geotechnical Consultant. 4. Foundation and Slab Recommendations The proposed improvements should be supported on conventional continuous/spread footings founded at least 18-inches into compacted fill and/or approved paralic deposits. Continuous footings should be at least 12-inches wide, and reinforced with a minimum of four #4 bars, two top and two bottom. Foundations located adjacent to utility trenches should extend below a l: 1 (horizontal to vertical) plane projected upward from the bottom of the trench. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 9324.1 Log No. 21510 June 21 , 2021 Page 8 Foundations bearing as recommended may be designed for a dead plus live load bearing value of 2000-pounds-per-square-foot. This value may be increased by one- third for loads including wind and seismic forces. A lateral bearing value of 250- pounds-per-square-foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0.35 may be assumed. These values assume that footings will be poured neat against the foundation soi ls. Footing excavations should be observed by the Geotechnical Consultant prior to the placement of reinforcing steel in order to verify that they are founded in suitable bearing materials. Total and differential settlement due to foundation loads is considered to be less than 3/4 and 3/8-inch, respectively, for foundations founded as recommended. Slab-on-grade floors should have a minimum thickness of 5-inches and should be reinforced with #4 bars spaced at 18-inches, center-to-center, in two directions, and supported on chairs so that the reinforcement is at mid-height in the slab. Floor slabs should be underlain with a moisture vapor retarder consisting of a minimum 15-mil membrane. At least 2-inches of sand should be placed over the vapor retarder to assist in concrete curing and at least 2-inches of sand should be placed below the vapor retarder. The vapor retarder should be placed in accordance with ASTM: E 1643. Prior to placing concrete, the slab subgrade soils should be thoroughly moistened. Vapor retarders are not intended to provide a waterproofing function. Should moisture vapor sensitive floor coverings be planned, a qualified consultant/contractor should be consulted to evaluate moisture vapor transmission rates and to provide recommendations to mitigate potential adverse impacts of moisture vapor transmissions on the proposed flooring. 5. Sulfate Content A representative sample of the on-site soil was submitted for sulfate testing. The results of the sulfate content test are summarized on the Laboratory Test Results, Figure 5. The sulfate content is consistent with a not applicable (SO) sulfate exposure classification per Table 4.2.1 of the American Concrete Institute Publication 318, consequently, no special provisions for sulfate resistant concrete are considered necessary. Other corrosivity testing has not been perfonned, consequently, on-site soils should be assumed to be severely corrosive to buried metals unless testing is performed to indicate otherwise. HETHERINGTON ENGINEERING. INC. GEOTECHNICAL INVESTIGATION Project No. 9324.1 Log No. 21510 June 21, 2021 Page 9 6. Retaining Walls Retaining wall foundations should be designed in accordance with the foundation recommendations provided previously in this report. Retaining walls free to rotate (cantilevered walls) should be designed for an active pressure of 35-pounds-per- cubic-foot (equivalent fluid pressure). Walls restrained from movement at the top should be designed for an at-rest pressure of 55-pounds-per-cubic-foot ( equivalent fluid pressure). These values are based on level backfill consisting of onsite granular soils. Any additional surcharge pressures behind retaining walls should be added to these values. Retaining walls should be provided with adequate drainage to prevent buildup of hydrostatic pressure and should be adequately waterproofed. The subdrain system behind retaining walls should consist at a minimum of 4-inch diameter Schedule 40 (or equivalent) perforated (perforations "down") PVC pipe embedded in at least 1- cubic-foot of 3/4-inch crushed rock per lineal foot of pipe all wrapped in an approved filter fabric. The subdrain system should be connected to a solid outlet pipe with a minimum of I-percent fall that discharges to a suitable drainage device. Recommendations for wall waterproofing should be provided by the Project Architect and/or Structural Engineer. The lateral pressure on retaining walls due to earthquake motions (dynamic lateral force) should be calculated as PA= 3/8 y H2kh where PA = dynamic lateral force (pounds/foot) y H unit weight = 110-pounds-per-cubic-foot height of wall (feet) kh = seismic coefficient = 0.18 The dynamic lateral force may also be expressed as 15-pounds-per-cubic-foot (equivalent fluid pressure). The dynamic lateral force is in addition to the static force and should be applied as a triangular distribution at 1/3H above the base of the wall. The dynamic lateral force need not be applied to retaining walls 6-feet or less in height. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 9324.1 LogNo.21510 June 21 , 2021 Page 10 7. Temporary Slopes Temporary slopes necessary to facil itate construction may be cut vertically in terrace deposits up to 5-feet where the cuts are not influenced by existing property line constraints or structures/improvements. Temporary slopes near existing structures/improvements/property lines, over 5-feet in height, and/or cuts exposing fill should be inclined at a slope ratio no steeper than 1: l (horizontal to vertical) or shored. Field observations by the Engineering Geologist during grading of temporary slopes are recommended and considered necessary to confirm anticipated conditions and provide revised recommendations if warranted. Shoring recommendations can be provided on request. 8. Retaining Wall and Utility Trench Backfill All retaining wall and utility trench backfill should be compacted to at least 90- percent relative compaction (ASTM: D 1557). Backfill should be tested and observed by the Geotechnical Consultant. 9. Site Drainage The following recommendations are intended to minimize the potential adverse effects of water on the structures and appurtenances. a. Consideration should be given to providing the structures with roof gutters and downspouts that discharge to an area drain system and/or to suitable locations away from the structure. b. All site drainage should be directed away from the structures. c. No landscaping should be allowed against buildings. Moisture accumulation or watering adjacent to foundations can result in deterioration of building materials and may effect foundation performance. d. Irrigated areas should not be over-watered. Irrigation should be limited to that required to maintain the vegetation. Additionally, automatic systems must be seasonally adjusted to minimize over-saturation potential particularly in the winter (rainy) season. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 9324.1 Log No. 21510 June 21, 2021 Page 11 e. All yard and roof drains should be periodically checked to verify they are not blocked and flow properly. This may be accomplished either visually or, in the case of subsurface drains, by placing a hose at the inlet and checking the outlet for flow. 10. Recommended Observation and Testing During Construction The following tests and/or observations by the Geotechnical Consultant are recommended: a. Observation and testing of grading. b. Foundation excavations prior to placement of forms and reinforcement. c. Utility trench backfill. d. Retaining wall backdrains and backfill. 11. Grading and Foundation Plan Review Grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommendations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations during construction, the Geotechnical Consultant should be promptly notified for review and reconsideration of recommendations. Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 9324.1 Log No. 21510 June 21, 2021 Page 12 This opportunity to be of service is sincerely appreciated. If you have any questions, please call this office. Sincerely, HETHERINGTON EN Civil Engineer , Geotechnical ( expires 3/31/ Jose Pimentel Engineer-in-Training Attachments: Location Map Plot Plan Logs of Test Pits Laboratory Test Results Edwin R. Cunningha Civil Engineer 81687 ( expires 3/31 /22) Figure 1 Figure 2 Figures 3 and 4 Figure 5 I Distribution: 1-via e-mail Tom St. Clair (tstclair@rincongrp.com) 4-Addressee HETHERINGTON ENGINEERING, INC. REFERENCES I) American Society of Civil Engineers/Structural Engineers Institute, "Minimum Design Loads for Buildings and Other Structures," ASCE 7-10, dated May 20 I 0. 2) California Geological Survey, "Tsunami Inundation Map for Emergency Planning- San Luis Rey Quadrangle," dated June 1, 2009. 3) JCBO, California Building Code, 2016 Edition. 4) Stephen Dalton Architects, Floor Plans, dated May 24, 2021 (Sheets A2-1 , A2-2, A2- 3). 5) Peterson, Mark P., et al, "Documentation for the 2008 Update of the United States National Seismic Hazards Maps," USGS Open File Report 2008-1128, dated 2008. 6) SEAOC/OSHPD Seismic Design Maps Website. 7) Tan, Siang S. and Kennedy, Michael P., "Geologic Maps of the Northwestern Part of San Diego County, California," California Division of Mines and Geology, Open-File Report 96-02, dated 1996. 8) Tan, Siang S. and Giffen, Desmond G., "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego, California," California Division of Mines and Geology, Open File Report 95-04, dated 1995. 9) California Department of Conservation-Division of Mines and Geology, "Geologic Maps of the Northwestern Part of San Diego County, California-Plate l ," dated 1996. 10) United States Geological Survey, "San Luis Rey Quadrangle-San Diego County 7.5- Minute Series," dated 2015. HETHERINGTON ENGINEERING, INC. Project No. 9324.1 Log No. GeoTek, Inc. 1384 Poinsettia Avenue, Suite A Vista, CA 9208 1-8505 (760) 599-0509 (760) 599-0593 www.geotekusa.com Rincon Homes 5315 Avenida Encinas, Suite 200 Carlsbad, CA 92008 Attention: Subject: Mr. Stuart Hatch Foundation Plan Review Acacia Beach Homes Project 245 Acacia Avenue Carlsbad, California Dear Mr. Hatch: September 7, 2022 Project No.: 3819-SD At the request of Mr. Patrick Kornman, Stephan Dalton Architects, this letter has been prepared as a review of the proposed foundation plan. The purpose of this r eview was to form an opinion of the geotechnical suitability of the plan to support the proposed improvements and for inclusion of geotechnical design parameters provided in the "Geotechnical Investigation, Proposed Residential Development ... " 2021, by Hetherington Engineering, Inc. (HEI). We have r eviewed the Foundation plan, Structural Notes, and Structural Details prepared by Gouvis Engineering Consulting Group, Inc., Sheets SN I A, SN I B, SN IC, SD I , S-1.1, and S-2.1 were reviewed. Based on our review of the foundation plans, they have been prepared in general accordance with the geotechnical recommendations contained within the referenced report by HEI. PC2022-0026 245 ACACIA AVE > 1--0 ACACIA BEACH HOMES CONSTRUCT 3 NEW CONDO LJNITS (7696 LIV SF)/3 SLOGS/ 2 UNIT TYPES DEV2021-0145 2042400800 9/7/2022 PC2022-0026 RINCON HOMES Foundation Plan Review Acacia Beach Homes Project, Carlsbad California September 7, 2022 Project No.: 3819-SD Page 2 We appreciate the opportunity to be of service on this project. Please contact the undersigned if you have any questions. Respectfully submitted, GeoTek, Inc. Christopher D. Livesey CEG 2733, Exp. 05/31 /23 Associate Vice President C Edwin R. Cunningham RCE 81687, Exp. 03/31 /24 Project Engineer REFERENCES Gouvis Engineering Consulting Group, Inc., 2022, Foundation Plan, Structural Notes, and Structural Details for Acacia Beach Homes, dated August 22, 2022. (Sheets SN I A, SN I B, SN IC, SD I , S-1.1 , and S-2.1) Hetherington Engineering, Inc., 2021, "Geotechnical Investigation, Proposed Residential Development, 245 Acacia Avenue, Carlsbad, California," dated June 21, 2021 . DoevSogr~IO ~9-l'EF~8C-ACOE-211~8F I \ I I \ I I I I I --.€, !•X-'1' 't:' -~ / /~~I I ~ (.) ~ / (3~ 8 '«, <( <( I ~1 I, J '--: 1 G-~+ ' -qr ~:4~,~ EXISTING GR(){6-'!J. _L '""' 311 ... 50'MIN,. 12"MW. PROFN.E DRIVE.AISLE PROVIDE APPROPRIAT!" TRAN5'TION BETWEEN STABI..IZED CONSTRUCTJON ENTRANCE A.NDPUBLJC RJGHT..()f. WAY "LESSER DISTANCE ALLCMEO 'MTH CfTY WSPECTOR APPRJYVN.. DETAIL A: CONSTRUCT/ON ENTRANCE 7ioffos&[f \ \ J.·1ACTIYE Xl6Sl35&l RINCON ACA™!CM.IDRA'NING1GRJJ)ING ~V--GRAD-06-S'M'PF' DWG L.OTn, IW'1803 ~-~ r UN/Tl TYPE'A' I FF=S4.2 PAD=53.5 A.PH 204-24D-Ol.()() N34'03'JS"W 15t00" -=-si! .-.tr= sfj' ~ r UNITZ TYPE 'B' ff =S,f.7 I~----'-~ PAD= 5".0 · S ~/$ ; V -~ S/~~, ::';',":-/ :.,' l...,/~ .. .,,-, , :. ,..... , , , I -----~7 L--~ UN/TJ TYPE'A'MOD FF• 55.2 PAD=S4.5 I I I~~ l I I I I I I I / SWPPPNOTES [j] 0 INSTALL SILT FENCE PERCABMPMAHDBO(M F.ACTSHEETSE•f ANDPEROETNC. THISSfEET. A.PPL Y SOU. BINDERS AS NEEDED PER CA BMP MAND800K FACT SHEEi EC-5ANDIOR 24 HOURS PRIOR TO FORECAST RAlN EVENT [!) JNSTAU TEMPORARYSTABJLJZEDCONSTRIJCnoNENTRANCE PEROETA/l THISSHE.ET El INSTALL GRAVEL BAG BEl>M PER CA -l«ND600I< FACT SHEET SE~ III INSTALL GRAVEL BAG CHEVRONS PER CA BIIPHANDBC>OKFACT SHEETSE-10 LOW IMPACT DEVELOPMENT COMPONENTS ~ 0/RECT RUNOfFTOPERVIOUSMEAS LEGEND SYMBOL QUANTITY SE•I, SU FENCE 415LF SE-6. GRAvU BAG 120EA TR-1. STJ.B!UZED ~ 100SF CONSTRUCTION ENTRANCE STREET SWE.EPWG AND ~ VACUUMING PER SE•l SCHEDWNG PER EC-1 ~ MATERJAJ. DB..MRY ~ -STORAGE PE.R WM-t MATERIAL USEII.ANNJ£MEHT ~ PER,..._2 STOCKPILE MANAGEMENT PER § _, SPU. PREVENTION AND @ CONTROL PER WM-4 SDllO WAS1£ MANAGEME.NT ~ PER,..._5 l-£t\ZARDO(/$WASTE Lt. MANAGfJIENT PER MU COM':,RETE WASTE ~ MANAGEMENT PER~ s»IITARYISEPTICWASTE El IMNAGEMENT PfR 'M.4-9 PAVINGANOGR!NDING ~ OPER4 T10NS PER NS--3 VEHICI.EANDEOVIPMEJ,lr ~ CLEANING PER NS-I • 1,-y n: ;-,~~: ~,5:~ Bt~~"f :t:B:K~?i?~1 ~ SJJBSTAJNAfli LANOSCAPWG ~Rt.Kff Ca..LECTIOY ~ I.ANDSCAPINGWITHNATIVEORDROUGHTTOI.EFWITSPECIES ~ PU.MB TO SANITARY SEWER lOTt MAP1741 RUNOFF GAP BET'M.EH SAGS ACTSASSPJU.WAY GRAVEL BAG ROW SPACING TABLE GRADE INTERVAL LESSTHJ.N2'1i '"' 2' T04% 511 '" T06" 40' 6J T08" 25 APN·20H4{)-09.00 -N:ll'O:l'Oi'W 15000' LOT2 MAP/747 PLAN VIEW -EROSION CONTROL PLAN 1WOLA'r'ERSOF Gl«VEL BAGS Wf'TH ENOS OVERLAPPfD SCALE: 1"= IO'HORJZONrAL DETAlL B: GRAVEL BAGS NOTTO SCALE [fil1I] SIGl<AGE TO DISCOURAGE OUMPWG APN-204-240.10,«J' LOTJ MAPl74l __ ,,.~ GRAPHIC SCALE I":: 10' ..,.._,.._. 2. ST APtE WIRE FENC,lt,K; TO THE.POSTS 10 t SETPOSTS,4NOEXCAVATEA 4 8Y4 INf108Y 10CM) TREHCl1 UPSL OPf FROM ANO ALOM, THE LINE OF POSTS. -/ 1/~- :..-----;---~ ' 3.ATTACHTHE FILTER FABRIC TO THE WIRE FENCE ANO EXTEND ff INTO nE TRENCH 41N(I0CM) 4 BACKFILL AND COMPACT THE EXCAVATED SOil FmRFAB~cd~ ~ DETAIL C.· SILT FENCE NOTTO SCALE 10 20 30 PASCO LAREY SUITER & ASSOCIATES San Diego I Solana Beach I Orange County Phone 858.259.8212 I www.plsaeng1neenng.com "AS BUil T" RCE___ EXP. ___ _ DATE REVIEWED BY: INSPECTOR DATE ,______,__....._ ________ .....____,__....___,_____, rsim7 CITY OF CARLSBAD I SHEITS I I I I I I I I I~ ~EN~~EERING DEPARTMENT 7 GR.-2022-0022 ACACIA BEACH HOMES 245 ACACIA AVENUE EROS.KJN CDNTRct Pl.AN r. c...,.tt i12s1202i I APPRO'IED: JASON s. GEI.DERT I I I I I I I I 1-~ RC[ ISJ912 EXPIR£S 9/30/24 DAlE Y: --I PRo.ECT NO. I DRA\lllNG NO. :rKo B~; X:: MS 2021-0004 537-8A I DA1E I NIM. I EM01NE!JtCJF ..... REIIISION DESCRIPTION °"" 1-°"" 1..-onD_,IL <m_,,IL • BACKHOE COMPANY: Mansolf Excavation BUCKET SIZE: DATE: 06/17/21 >-< >-< ::c E--< w E--< E--< ,-.:i H H ~ E--< w ::,:: 0.. {/J E--< {/J ..... 0.. w 5 ~ zcn >-< z u wi:... WW 0::: w 0.. o-Ill C/J 0 E--< oo-0.0 99 103 109 10.0 15.0 20.0 {/J -{/J w <I; {/J 0::: E--< ,-.:i ::i z uu E--< w {/J E--< ,-.:i en HZ-H 0 0 o'P 0 ::i ~u-{/J - 3.0 SM 3.3 4.2 SOIL DESCRIPTION TEST PIT NO. TP-1 ELEVATION: I + WEATHERED PARALIC DEPOSITS: Brown silty sand, dry to damp, dense PARALIC DEPOSITS: Orange brown silty sand, damp, dense to very dense Total Depth: 5.5-feet No Groundwater No Caving LOG OF TEST PITS HETHERINGTON ENGINEERING, INC. 245 Acacia Avenue Carlsbad, California GEOTECHNICAL CONSULTANTS PROJECT NO. 9324.1 I FIGURE NO. 3 • BACKHOE COMPANY: Mansolf Excavation BUCKET SIZE: DATE: 06/17/21 w :>-t :>-t 0:: H :r:: H W H H :::, z H W H H H ~ H W :,,:: °' {f) H {/) ..... {f) H °' w s ~ z {/) :>-t z u HZ~ w I"-'-< a~ w w 0:: w 0. 0 0 o\O ill {/) OH aa~ ::;:: u -0.0 105 3.0 108 5.6 10.0 15.0 20.0 {/) ~ {/) ,< {/) ,-:i uu ,-:i {f) H 0:::, {/) - SM SOIL DESCRIPTION TEST PIT NO. TP-2 ELEVATION: I WEATHERED TERRACE DEPOSITS: Brown silty sand, dry to damp, dense to very dense + PARALIC DEPOSITS: Orange brown silty sand, damp, dense to very dense @ 3': No recovery of Drive Sample Total Depth: 6-feet No Groundwater No Caving LOG OF TEST PITS HETHERINGTON ENGINEERING, INC. 245 Acacia Avenue Carlsbad, California GEOTECHNICAL CONSULTANTS PROJECT NO. 9324.1 I FIGURE NO. 4 LABORATORY TEST RESULTS DIRECT SHEAR (ASTM: D 3080) Sample Location Angle of Internal Cohesion (pst) Remarks Friction (0) TP-1 @ 0'-1 ' 34 50 2.5 -in. ring, remolded to 90%, soaked, consolidated, drained SULFATE TEST RESULTS (CAL 417) Sample Location Soluble Sulfate in Soil (%) Sample Location TP-1 @ 0' to l ' TP-1 @ 0' to I' 0.045 MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT (ASTM: D 1557A) Description Maximum Dry Densitv (ocf) Brown silty sand 125.0 HETHERINGTON ENGINEERING, INC. Optimum Moisture Content(%) 9.5 Figure 5 Project No. 9324. I Log No. {city of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: DEV2021-0145, ACACIA BEACH HOMES Permit #: PC2022-0026 ;._;_..;..;__;._;_;..;.._ _____________ _ Project Address: 245 ACACIA AVE ------------------- Assessor's Parcel#: 2042400800 ------------------- Project Applicant: RREG INVESTMENTS SERIES LLC (Owner Name) Residential Square Feet: See attached summary. New/Additions: ------------------- Second Dwelling Unit: ------------------- Commer c i a I Square Feet: New/ Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 06/14/2023 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [Z] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: .i) ,A,, P:, 11 "" , ,r 1~ '5"" C J l.u ,i. o ~ (Q (_c._, bLL\''--hQ..\;i;"'"'-~ \I\ Title: S , \ ylX )'\ ,\;hR n,[\✓ ,b Date: ~-so-:d:-D:13 Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: 1 {.p() ? •. 3 J-,s~ "r-. 6~& EL CAMINO REM. -~ ---L~ • COMMUNITY DEVELOPM~ff+®,Wt,~ P~ftivision • 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov PC2022-0026 Acacia Beach Homes Summary of Square Footage Unit# Building Permit # Unit 1 CBRA2023-0025 Unit 2 CBRA2023-0026 Unit 3 CBRA2023-0027 TOTAL Address Tentative Parcel 231 ACACIA AVE 204-240-08-01 235 ACACIA AVE 204-240-08-02 239 ACACIA AVE 204-240-08-03- Note: Existing structures were demolished, 1,832 sf. ( Habitable Area 2,552 sf 2,592 sf 2,552 sf 7,696 sf DlxvS,gn~IO 9992BM9-FEF~•21lA."4820FBF STORM WATER POLLUTION PREVENTION NOTES GENERAL SITE MANAGEMENT REQUIREMENTS TH£ FOUOWING GENERAL SITE l+IANAGEMENT REOU!REMENTS 5HAJ.L BE ADHERED TO THROUGHOl.fl THE OOR.AnON Of THE CONSTRUCTKJN WORK (YEAR ROUND) 1. JNCASE EMERGENCY WOO("fSRfOc.ARED. CONTACT. KE\IIIY DUNN AT (TEl.NO./ /9'9/ 631-"'4 2. DEVICES SHOWN ON CITY APPROVED PC.ANS SHALL NOT BE MOVED OR MODIFIED WfTHOUT THE N'PROVAJ. OF THE ENGINEERING INSPECTOR_ 3 THE CONTRACTOR SHN.L RESTORE ALL EROSION CONTROL OEV1CES TO WORXJNG ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 4 THE CONTRACTOR SJiA.L1 INSTALL AODIT10NAL EROSION CONTROL MEASURESASU4YBE REOUIRED BY THE CITY ENG/NEER DUE TO UNCOMPLETED GRADING OPE.RATIONS OR UNFORSEEN CJRCUMSTANCESWf-liCHMAYARISE 5 THE. CONTRACTOR SHALl BE RESPONSJBLE AND SHALL TAXE NECESSARY PRECAUTIONS TO PREVENT PUBLIC rRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREA TE A HAZARDOUS CO!IDITION. 6 GRADING AROS AAOUND TH£ PROJECT PERIMETER WST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONaV$JON OF EACH WOR/(fNG cwr 1. ALL REMOVABLE PROTECTIVE OEVfCES SHAU BE IN PLACE AT THE ENO OF EACHWORX/NG DAY WHEN FTVE (5) DAY R.AJN PROBABIUTY FORECAST EXCEEDS FORrY PERCENT (4014). SILT ANDOrHEROEBRJS SHAl..1. BE REMOVED AFTER EACH RAINFALL 8 ALL GR.,Wfl BAGS SHALL CONTAIN J/4 INCH MINIMUM AGGRE~TE. 9. ALL EXPOSED DISTURBED AREAS MUST HAVE' EROSION PROTECTION BMPs PROPERt. Y INSTALLED THIS INCLUDES ALL BUii.DiNG PADS. UNFINISHED ROADS, ANO SLOPES 10 AOEQUATE PERIMETER PROTECTION 8MP$ Mt.JST 8E INSTAUED AND MAINTAINED ANO WILL BE UPGRNJ£0, JF NECESSARY, TO PROVIDE SUFFICIENT PROTECT10N FROM RUNOFF OUR/NG R.A1N EVENTS 11 ADEOUA TE SEDIMENT CONTR.OL 8MPt MUST BE INSTALLED AND WtJNrAJNED 12 ADEOUA TE BMPs TO CONTROL OFFS/TE SEDIMENT TRACKING MUST BE INSTALLED AND I.WNTAJNEO. 13 AMINJMUMOF 125"0FTHEMAT£RJAJ. NEEDED TOO INSTALL STAND6YBMPt TO PROTECT THE EXPOSED AREAS FROM EROSION AND PREVENT SEDIMENT DISCHARGES, MUST BE STORED ONSfTE AREAS ALREADY PROTECTED FROM EROSION USING PHYSICAL STA.BILlZA T'ION OR ESTA.BUSHED VEGETA.TlON STA.8/LIZATJON 8MPs ARE NOT CONSJDER£D TO BE "EXPOSED" FOR PURPOSES OF THIS REOUIREAIENT. 14 THE O'MIEMJEVELOPERICONTRACTOR MUST FCUOW WEATHER TRIGGERED" ACTION Pi.AN ANO BE A.BL£ TO OEl'f..Or STANOBY BMPs TO PROTECT THE EXPOSED PORTIONS OF THE SITE WfTHIN 48 HOURS OF A PREDICTED STORM EVENT (A PREDICTED STORM EVENT IS DEFMDAS ,', 4°" CHA.NC£ Of R.A.fN WITHIN A 5-DAY NAT/ONAJ. KfATHER SERV1CE FORECAST) ON REQUEST, THE OWNEfWEVELOPfRICONTRACTOR MUST PROVIDE PROOF OF THIS CAPABILITY 15. OEPf..OYJ,,iENT OF PHYSfCAl. OR VEGETATrONE.ROSIONCONTROl. &IPsMUSTCOMMENCE AS SOON A.$ SLOPES ARE COMPLETED THE OWNER/DEVELOPER/CONTRACTOR ~y NOT RELY ON THE A.8Jt.fTY TO DEPtOY STANDBY BJ,JPMATERJAlS TO PREVENT EROSION OF SLOPES THAT HA\-f" BEEN C(M,IPf.ETED, 16 THE A.REA THlt T CAN BE CJ.EARED. GRADED, AND LEFT EXPOSED ATONE TIUE IS LIMITED TO THE AMOUNT Of ACREAGE THAT THE CONTRACTORCANADEOUATELYPROTECT PRJOR TO A PREDICTED RAIN EVENT FOR LARGER SITES, GRADING SHOULD BE PHASED IT ™YBE NECESSARY TOOEPf..OYEROSIONANO SEDIMENT CONTRJJl BMPs IN AREAS Tl"'11 ARE NOT COMPt.ETED. BUT ARE NOT ACTNEl. Y BEING WORKED BEFORE ADDITIONAL GRADING ISALLOt~D TO PROCEED AT THE OISCRETIONOF THE C/rY INSPECTOR. 17 AU DISTURSEDAREAS THAT ARE NOTCOMPLETEDANlYOR NOTBEINGACTNELYGRADED MUST BE FIJIJ.YPROTECTEDFROMEROSIONJFLEFT FOR 14 ORAIORE DAYS, THEABll.lTY TO INSTAI.L BMP MATERIALS IN A PROMPT MANNER ISJifJI SUFFICIENT. 81,,A NEED TO BE INSTALLED IN THESE AAEAS. 18 BMPs MUST BE STOCKPILED AT VARIOUS LOCATION THROUGHOl./1 THE PROJECTSITf THROUGHOUT THE ~ WHENEVER rnERE IS A~ CHANCE OR.GREATER OF A RAJN WITHIN A THREE (3) lM Y FORECAST. THE INSPECTOR Wlf.L 'VERIFY 00 T 8IIPs ARE ADEQUATELY STOCKPILED. BMPs MUST BE ST<XKPII.ED AND READY FOR OEPWYM£NT WHEN THERE IS SOI CHANCE OF RAIN ..,,THIN A 48 HOUR FOR.ECAST. FALUR.E TO CONPf. Y WITH THIS R£0f.AREM£NT COULD RESULT IN THE ISSUANCE OF A $TOP m2Rf( NOTICE OR OTHER ENFORCEMENT ACTION 19 Al.L TREATMENT ANO EROSION CONTROL &IP$ MUST BE INSPECTED WEEKLY ANO PRIOR TOA FORECASTED RAIN EVENT OF GREATER THAN 50%, AND AFTER A RAIN EVENT. IN Af){)!TK)N, TREATMENT CONTROL 8AIPs MUST BE SERVICEDAS NEEDED THROUGHOUT THE YEAR 20. IFSELECTEDBMPFNLSDURINGA RAJNEVENT. IT MUST BE REPAIRED OR IMPROVED OR REPLACED K1TH AN ACCEPTABLE AL TERNA TE A.S SOON AS fT IS SAFE TO DO SO. THE FAILURE OF A 8MP INDICATES FT WAS NOT ADEQUATE FOR THE CIRCUMSTANCES IN WHICH IT WAS USED. REPAJRS ANO REP!ACEMENT MUST THEREFORE Pf.IT A MORE ROBt/ST BMP MEASURE IN Pt.ACE. 11 ALL CONSTRUCTION EMPLOYEES MUST BE TRAINED ON THE IMPORTANCE Of STORM WATER POLLUTION PREVENTION AND 8MP MAJNTEJW,ICE WEATHER TRIGGERED ACTION PLAN THE DEVELOPER SHALL OEl't.OY STANDBY BEST MANAGEl,IENT PRACTICE ME.ASJJRES TO COMPLETELY PROTECT THE EXPOSED PORTIONS Of rHE SITE WfTHIN 48 HOUR.SOFA PREDICTED STORM EVENT ( A PREDICTED STORM EVENT IS DEFINED AS A FORECAST ED. 4M CHANCEOFRAJNBYTHE NATfOl,W. WEATHER SERVJC,£). JNADOfTION T08MP$ IMPLEIIENTfD YEAR./?OUND JNa..UDING PERIMETER CONTROL, WINO EROSKJN CONTROl., TRACl<ING, NON-STORMWATERCONTROI., WASTEMANAGEMENT.ANDMATERJAJ.SPOUUTIONC()NTR.OL THE NAnONAJ.. WEATHER SERVICE FORECAST SHALL BE MONfT"OREDA.ND USEO BY THE DEVELOPERONAlWLYSASIS IF PRECIPfTATKJN/SPREDICTED(4M CIWICE OF RAJN). THEN THE NECESSARY WATER POI.LUTION CONTROi. PRACTICES SH4LL BE DEPf..OYED wrrHIN48 HOURS AND PRIOR TO THE ONSET OF THE PR.ECIPfTATION THE DEPLOYMENT OF THE 8MPS SHA.LL INCLUDE BIJTNOT BE LMTED TOGR.4~ SAGS AND SILT FENCES. A MJNfMIJl,IOF 125%0F TH£.Y,41£RIA£ NEEDED TO/NSTAl.1 STANOBYBEST MANA.GEMENT PRACTICES UEASURES TO PROTECT THE EXPOSED A.REAS FORM EROSION AND PREVENT SEDIAIENT OISCHAAGES MVST BE STORED ON-SrrE, AREAS n«T HAVE ALREADY BEENPROTECTEDFROMEROSIONUSINGPHYSICALSTA8ILIZATIONORESTA8USHED VEGETATION STABIUZATIDN BMPS AS OETERM/Nf.D BY THE CITY OF CARLS84DARE NOT CONSJOEREO TO BE UPOSElr FOR THE PURPOSES OF 'WE.411-ER TRlGGERED ACTION Pl.AN". AN ADEOUATE SOURCE OF EOtAPMENT AND WORKERS SHAJ.1 BE AVMA.BLE FOR DEPLOYMENT OF 'Mf"ATHER TRIGGERED 81,~. J:1ACT1VEJ06Sl35IORJNCONAC4C~ICM.\DRA,WfJGIGRADING~V-GR.AD-.:l5-SWP-C0\,1lOOG TIER 2 CITY STORM WATER POLLUTION PREVENTION PLAN (TIER _2_ SWPPP) EROSION CONTROL HYDROSEEDlNG, PLANTING AND !RR!GAT!ON 1 ALL PERMANENT ANO TEMPORARY EROSION CONTROL F't..ANTING AND IRR~TION SHALL BE INST AU ED ANO MAJNTAJNEDAS REQUIRED IN SECTION 212 Of THE STANDARD SPECIF/CA T10NS AND THE FOLLOWING. A HYDROSEEDING SHAU BE A.PPt..lED TO 1 ALL SLOPES THAT AREGRA.D€06;1(HIJRIZONT"AJ.. TO VE'RT1CAI..JOR STEEPER 1-mEN THEY ARE: a_ THREE FEET OR MORE IN HEIGHT AN{) AOJACENT TO PUBLIC WALL OR STREET. b Al.L SLOPES 4 FEET OR MORE IN HEIGHT 2 AREAS GRADED FlATrER THAN 6:1 WHEN ANY OF THE FOLLOWING CONDfTKJNS EXIST: a. NOT SCHEOULEO FOR IMPRO'I/EMENTS (CONSTRUCTION OR GENERAL LANOSCAPING) WITH!N60 ll-4YS OF ROUGH GRAD(NG. b. IDENTJFIEDBY THE PARXSANDRECRE.AT/ONDIRECTORAS HIGIL r VISIBLE TO THE PUBLIC c ~~ A.NY SPECW.. CONOfflON IDENTIFIED BY THE CITY ENGINEER THAT WARRANTS IMMEDIATE TREATMENT B HYDROSEEDJNG ARE.AS SHALL BE IRRIGATED IN ACCOROANCE WTTH THE FOi.LOWiNG CRITERJA: 1 AU SLOPES 1HAT AREGRADED6.t OR STEEPER AND THAT ARE a. THREE TO EIGHT FEET IN HEIGHT SHAJ.L BE IRRIGATED BY HA,NO WATERING FROM Of.ACK COUPLERS/HOSE 818$ OR A CONVENTIONAL SYS TEN OF LOW PRECIPITATKJN SPRJNXlER HEADS PROVIDING 100% COVERAGE. b. GREATER THAN8FEETINHEIGHTSHALL BEWA.TEREDBYA. CONVENTIONAi.. SYSTEM OF LOWPREC/PfTAOON SPRJNKLER HEADS PROVIDING 1W% COV!RAGE 2 AREAS SLOPED LESS TMAH6:f SHAU.BE IRRIGATED AS APPROVED BY THE CITY ENGINEER. PR10R TO HYDROSEEDING. THE DEVELOPER SHAJ..L SUSMIT A PROPOSED SCHEME TO PROVIDE IRRJGATJON TO THE CITY ENGINEER THE. PROPOSAL SHAU. BE SPECIFIC REGARDING THE NUMBERS, T'YF'E. ANO COSTS OF THE ELEMENTS OF THE PROPOSED SYSTEM. 3 IRRJGATION S>«J.l lJAJNTA/N THE M()(STURE LE~l Of THE 500. AT THE OPTIMt.11,1 LEVEL FOR THE GRADING OF THE HYDROSEEOED GROWrH C HYDROSEEDING MIX SHALL CONSIST OF AU OF THE FOi.LOWiNG: f SE.ED MIX SHALL CONSIST OF NO LESS THAN: a. 20 l>s. PER ACRE OF ROSE CLOl-'ER b 20 bl PER ACRE OF ZORRO FESCUE c. 3Jbs PfR ACRE OF E SCHOOi.. CIA CAI..IFORNJCA d. 4 tis PER ACRE OF ACHIU.EA /tlll.LEFOLIA ._ 3ltJs PER ACRE OF AL YSSI.JM (CA.RPET OF $/IKJW) I 112 IJ, PER ACRE IF OIJIORPHOI..ECA g ITEMS c. d. ,. AND /Of THIS SI.JBSECTION MAY BE OMITTED ON VISIBLE FROM EITHER A PUBLIC STREET OR RESIDENTIAi.. STRUCTURES. h. ITEM a OF THIS SUBSECTION MUST BE INOCULATED WITH A NfTROGEN FIXJNG BACTERIA ANO APPLIED DRY EITHER BY DRJUING OR BROADCASJNG BEFORE WYDROSEEDING l ALL SE.ED A«T'ERIALS SHN1. BE TRANSPORTED TO rH£ JOBSrTE IN UNOPENED CONTAINERS WITH THE CALJFORNIA DEPARTMENT Of FOOD ANOAGRJCUI. Tl/RE CERnFICA T/ON TAGA TT ACHED TO. OR PRINTED ON SAID CONTAINERS. J NON-PHYTO-TOXIC WETTING AGE,,/TS MAY BE ADDED TO THE HYOROSEEDStVRRYAT THE ()JSCR£110NOF THE CONTRACTOR. 2 TYPE 1 MULCH APPUEDAT THE RATE OF NO LESS THAN 20(){) bs PER ACRE TYPE 6MULCH(STRAW)M-4Y8E sussnTUTED. WHEN STRAW IS USED. IT MUST BE ANCHORED TO THE SLOPE BY MECHANICAJ.L Y l'UNCHING NO LESS THAN501' IF rHE STRAW INTO THE SOil 3 FERnLIZERCONSISnNGOFAMMONIUMPHOSPHATE.SI.A..FATE 16-20-(} WITH 15~ SlA.PHIJRAPPUEDAT THE RATE Of SOfJbs. PERA.CR£ 0 AREAS TO BE HYDROSEEDED SHALL BE PREPARED PR10R TO HrDROSEEOING 1 ROUGHENING THE SURFACE TO BE Pf.ANTED BY ANY OR A COMBJNA.TKJNOF. a T'RACKWALKINGSLOPESSTEEPERTHAN6·1 b. HARROWING AREAS 6-1 OR FLATTER THAT ARE SUFFICIENTLY FRJABlE 2 AREA$ GRNJEDFLATTER THAN6:1 WHEN ANY OF THE FOUOWING CCWDfl/ONS EXIST. a AD.JUSTING THE SURFACE SOIi.. MOiSTIJRE TO PROV/OE A. DAMP BIT NOTSAn.RA.TFDSEEDBED. b THE ADOITIONOF SOIL AMENDMENTS, PH ADJUSTMENT. LEACHING COVERJNG SALINE SOILS TO PROV/OED VIABLE CONOfT/ONS FOR GROWTH E HYOROSEEDING AREAS SHALL BE MAJNTAJNED TO PROVIDE A V/GOROIJS GROWTH UNTll TH£ PROJECT IS PERMANENTLY LANDSCAPED OR, FOR AREAS WHERE HYOROSEEDJNG JS THE PERMANENT LANDSCAl'ING. WTIL THE PROJECT IS COMPLETED AND All 80NOS RELEASED 00 ,'<Jl·, ,' ' -$,~ / -~~'<, '.\~..::, c,'<''<,C:, "'½ ' ~ ~ o<l', ~'<, .r,1>-1/ 1>-o/< SITE SHEET INDEX: SHEET 6 TIER 2 SWPPP TlTlE SHEET SHE.ET 7 TIER 2 SM'PP EROSION CONTROi. Pi.AN AP1:L; 20<-24""8<)() OWNER/APPLICANT: NAME·RREGJNVESTMENTS SERIES, LLC SERIES IOlT, A OELWARE LIMffEDUA8ILJTYCOMPANY ADDRESS. 5JTSA~IDA ENCINAS, SIJ1F 200CARLSBAD. ~ 92008 TELEPHONE NO .. (!M9)631-3254 EMERGENCY CONTACT- NAME· KEV1N DUNN FOR· RINCON ESTATE GROUP ADDRESS. -5Jt5AVENIDAENCINAS. SUITE 220CARLSBAD. CA 92008 TELEPHONE NO /949/637-3254 ~ ' -,,i, \ SITE ADDRESS: 24-SACACIAAVENUE CARLSBAD, CA 92008 --~.J.. l>- c,'<'<v;~ AREA OF DISTURBANCE OlrNER"s CERTIFICATION: ~ ,(.f«, /4-I" -~G I ~ f VICINITY MAP NH Best Management prac1x;e• (BMP) Descripbon ➔ OISQA Designation ➔ Coos//UclionAclivilv Eq Grodinti Disturbonce Trenching xcovotion Stocll.piinq ~ Driling/Borinq Concrete/Asphalt Sowcuttinq t:,:;1 ConC1'efe F1atworl< ~Paving Conduit/Ppe Installation StuccojMorlor WM< DI Wost, ();spo,ol C1 S_tgg~qy QQwf!. Area U Equipment Maintenance and Fueling Hazardous Substance Use/Storoqe Dewaterinq Site Access Acros$ Dirt othe,-{list): Instructions: l ~l 1s i! "' I iz AREA Of DISTUR£W,IC£ ~ S.F (THJS AREA INCLUDES BUT IS NOT LIMITED TO OFF·SITE »oRK INCI.UDING PUBLIC IMPROVE'IIENT'S AND TEMPORARY DISTURBANCE. SUCH AS VEHJa.E AND EQUIPMENT STAGING ARE.AS. CONSTRUCTION WORKER FOOT TRAFRC 504,,tjRAVfL PILES, IJT1UTY TRENCHES, BACKFILL Cl/TS AND SLOPE KEYWA rs, CONSTRUCTION THREAT· CONSTRUCfflJN THREAT TO STORM WATER OUAJ..lTY (CHECK BOX}: l&I HIGH □ MEDIUM BEST MANAGEMENT PRACTICES (BMPJ SELECTION TABLE f,os,cnCcm,ol EWPs j "" 0, ... .~ 8j W) ! S«kn,nt Con:tol BMPs " 6 t 2' -~ ! a, il-ell .• ,,_ -..w-Ccntro/BMPs -BMPs 2 ] -~ -~ "' j ] -~ ~ ~ 1 H~ l ;s 1~ ". I UNDERSTAND AND ACJ<NOWLEDGE n,.,,,,r I MUST· (1) IMPI..EMENT BEST MANAGEMENT PRACTICES (BMPs) DURlNG CONSTRUCTION ACTMTIES TO THE MAXIMUM EXTENT PRACTICABLE TOA~D THf MOBN.IZATlON OF POLLUTANTS SUCH AS SEDfMENT AND TOAVOID THE EXPOSURE Of STORM WATER TO CONSTRUCTION REI.A TED Pa..LUTANTS; A/t/0 (2)ADHERE TO, AND AT ALL TIMES, COMPLY WITH THISCITY APPROVED TIER 2CONSTRUCT10NS'NPPP "fflROUGHOUTT'HEDI.JRAT10NOFTHECONSTRUCT10NACTMT7ESUNTIL THE CONSTRVCTION WORf( IS COMPLETE ANO SIGNED OFF Br THE CITY Of CARLSBAD. K£\l1N DUNN FOR: RREG IIYVESTMENTS l/1/2023 OWNEJ;f!J;_OWNEll'S AGEWT NAME (f'RJNT} [1,u;,,_tC,._ (}J,fflfAisP'3WNER'S AGENT NAME (SIGNATURE) ~ 3/1/2023 DATE Wast., Uanag,MJJMI and~ PoAAJon CMtrol 8MPs . " l ~ 6 ] . ., l ! • h i • 0 ~-~] !'; "' i ~i -· i j ~ :~ ,!;-~ l i ! !l "' "'il' j 1 il' .!s] ~ ~ i !J ! ~ l {! g.l! ti 'll~ ~t j & ~~ 6~ a ~-r :§8,, :e ~ l-e I~ H ~i ~i ~' H g;g rt !b i i ~r il -2 ·-\j .. ~ 2g ~e Jj :r <> ~ Ji 6 .. ~ ~~ ~ til v;Z, "'"' ~<!l ~ ~o ~ v; "' "' .it<.> ;i\:,, :!':. ~~ "' " a, 0, -..., • .,, <0 " ., C, I I I I "i ~ ~ I I I ~ I J ~ fz ~ iz iz b! b! b! b! "i "' "i ., " ., "i "' ., 1 ,,., "' ., 0, I I I I i i I i i I I!, I!, ~ ~ ~ ~ i i i I✓ V ✓ r5 cz: ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ./ ✓ ✓ ✓ I✓ ✓ ✓ ✓ I ✓ Iv ✓ ./ V ✓ IV ✓ ✓ ✓ v' t. Chedc the box to the-le-fl of of/ opp/icoble construction octMty (rnt column) e~ted to occur during ccnstruction. 2. t,...oc::ir:1e ~;i,is ~ ~c:J ~:e u~ ~a:~e d:,,.;J:::u~ t~s t~!t\lf5 cii~5fho;'d~~ ~!~t~e s::nor;ns:~,,.r:tt:r/~f:~';'; if~S°ttl :i~~~~c;:,,_number. Choose one J. Refer to the CASOA construction handbook for W1formotion and details of the chosen BAIPs and how to apply them to the project. ~ ~ PASCO LARET SUITER & ASSOCIATES San Diego I Solana Beach I Orange County Phone858.259.8212 I www.plsaengin@@ring.com fsiml CITY OF CARLSBAD [siill'fsl ~ ENGINEERING DEPARTMENT l....:....J GIW>IJIG Pl-UIS ,OJI: ACACIA BEACH HOMES 245 ACACIA AVENUE GR2022-0022 TIER2SIWPP I APPROVED: JASON s, GnOERT I r ... ,,__~ 312s1202i ENGINIERINC RC[ /24 DAlt 1:08~,-Go-11 ORA~ MO R'o/llO BY! :TI!C ~-----~• 537 SA Building Permit Finaled Revision Permit Print Date: 08/21/2024 Job Address: 245 ACACIA AVE, CARLSBAD, CA 92008-3206 Permit No: Status: {"cityof Carlsbad PREV2024-0019 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel #: 2042400800 Track #: Applied: 02/06/2024 Valuation: $0.00 Lot#: Issued: 03/08/2024 Occupancy Group: Project#: DEV2021-0145 Finaled Close Out: 08/21/2024 #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: ACACIA BEACH HOMES Construction Type: Orig. Plan Check#: PC2022-0026 Plan Check #: Final Inspection: INSPECTOR: Description: ACACIA BEACH HOMES: CONSTRUCTION TYPE REVISED TO VB, INTERIOR DESIGN REVISIONS Applicant: STEPHEN DALTON ARCHITECTS 444 S CEDROS AVE, # STE 190 SOLANA BEACH, CA 92075-1921 (858) 792-5906 FEE Property Owner: RREG INVESTMENTS SERIES LLC 5315 AVEN IDA ENCINAS, # 200 CARLSBAD, CA 92008-4385 (714) 724-5647 FIRE Plan Review (per hr -Regular Office Hours) TH IRD PARTY REVIEW-Consultant Cost (BLDG) Total Fees: $290.00 Total Payments To Date: $290.00 Building Division Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $170.00 $120.00 $0.00 Page 1 of 1 '" , --------------------------------------- { City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov I by City Staff) 1) '{) r::, V '20 "7 Lf --QO / of PC 2022-0026 l f\.tJ ,1/ I Original Plan Check Number _______ Plan Revision Number Project Address 245 ACACIA AVE General Scope of Revision/Deferred Submittal: __________________ _ CONSTRUCTION TYPE REVISED TO VB, INTERIOR DESIGN REVISIONS CONTACT INFORMATION: Name PATRICK KORNMAN Phone (858)792-5906 X 120 Fax NA ~--------- Add 444 SOUTH CEDROS AVE ress ___ _ C. SOLANA BEACH z· 92075 ------Ity ______ IP ----- Email Address patrick@sdarchitects.net --- Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: [j] Plans D Ca lculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown SEE ATTACHMENT 'A' 4. Does this revision, in any way, alter the exterior of the project? 0Yes IZ] No 5. Does this revision add ANY new floor area(s)? 0Yes IZ]No 6. Does this revision affect any fire related issues? Oves IZ]No 7. Is this a full set replacement (all sheets)? IZ]Yes 0No ~Signature_ /2~-----Date 02/02/2024 1635 Faraday Avenue. Carlsbad. CA 92008 Ph: 760-602-27 19 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov SUBMITTAL INSTRUCTIONS: Revisions are changes to Active/Issued building permits that are not finaled or expired. Subm ission must be completed in the same manner as the original review (hard copy or digital). HARD COPY Resident ial or Commercial New, Addition, Remodels, must follow hard-copy submittal process. If you originally applied for a permit via hard copy plans, revisions are applied via a hard copy process. Hard copy submittals are submitted in-person at the Building Counter at 1635 Faraday Ave, Carlsbad CA 92008. Hard Copy Submittal Requirements: • Completed and signed form B-15. • A minimum of three (3) complete or partial plans is required. If the change effects any fire prevention related review items a fourth set is required. Note, if partial pages are submitted, at approval, the applicant will be responsible for slip-sheeting any new approved sheets into the city-held plan set at city offices. • If submitting revised reports/calculations, submit two (2) updated copies. If staff determine other reviewers to review the updated report/calculations, additional copies of reports/calculations may be required. • Form of payment for fees due or via online payment. Once city receives a complete application and submittal, city will process and route plans and update you, typically via email, with next steps such as fees due, plan check updates, resubmittals, approvals and/or instructions on updating city-held plan sets or other approval documents. DIGITAL If you originally applied for a permit via the online portal, submissions for revisions are uploaded via the self-se rvice portal. Digital Submittal Requirements: • Complet ed/signed form B-15. • Updated plan set (pdf). • Updates calculations or other supporting files, if applicable (pdf). Prior to uploading, be prepared with all submittal items listed above in pdf format. Once you are ready with pdf files, log into the portal. Go to your dashboard, find 'Active Permits' and the original permit. Open the original permit, go t o the Attachments t ab and upload all files. Remember as you add multiple files, to select the applicable file types for the different attachments. If you do not see the permit in the portal, please contact building, as you may need attached to the permit. Once all files are attached, click submit. City will review the new/uploaded files and update you via email and review/approval status and/or fees due. Once city receives a complete application, city w ill update you with next steps, including review updates, approval and updated plans. Depending on the scope of change, plan check may be required. If changes trigger addit ional plan review, additional plan review fees will be due per the City's current Master Fee Schedule. Substantial changes may trigger updates in development impact or permit fees. Outstanding fees are due prior to approval/issuance. If you have questions with navigating the portal (finding your permit, uploading files), please see the CSS Help Guide or contact us here. True North COMPLIANCE SERVICES February 16, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: PREY2024-0019 True North No.: 24-018-107 Carlsbad, CA 92008 Plan Review: Revision Address: 245 Acacia Ave Applicant Name: Patrick Kornman Applicant Email: patrick@sdarchitects.net OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3/U Occupant Load: N/ A Type of Construction: V-B Sprinklers: Yes Stories: 3 Area of Work (sq. ft.): 9,141 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: 1. Drawings: Electronic copy dated January 25, 2024, by Stephen Dalton Architects. 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, 20 I 9 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, however, we bring the following to your attention: I. This project is Hourly. Please charge the applicant the following hours of plan review. Review No. Hourlv Rate Hours Total I st/Final Review ~120.00 I ~120.00 Total $120.00 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, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 True North Compliance Services Review By: Areli Sanchez -Plan Review Engineer