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Home My WebLink About144 SEQUOIA AVE; 4; CBR2022-2328; PermitBuilding Permit Finaled Residential Permit Print Date : 06/18/2024 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load : Code Edition: Sprinkled: Project Title: 144 SEQUOIA AVE, # 4, CARLSBAD, CA 92008-4041 BLDG-Residential 2060110704 $5,323.05 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Deck Permit No: Status: {'city of Carlsbad CBR2022-2328 Closed -Finaled Applied: 06/30/2022 Issued: 10/25/2022 Finaled Close Out: 06/18/2024 Final Inspection: 06/18/2024 INSPECTOR: de Roggenbuke, Dirk Description: INSTALL 35 SF FALSE DECK AT FRONT ELEVATION// ENLARGE WINDOW TO SLIDER// REPLACE WINDOWS Applicant: ROBINSON DREW 40295 CALLE TORCIDA TEMECULA, CA 92591-1735 FEE BUILDING PLAN CHECK Property Owner: ROBINSON DREW 40295 CALLE TORCIDA TEMECULA, CA 92591-1735 BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) DECKS/BALCONY -NEW/REPLACE SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -RESIDENTIAL (SMIP) WINDOWS/DOOR-RESIDENTIAL Total Fees: $1,970.79 Total Payments To Date: $1,970.79 Balance Due: AMOUNT $737.10 $98.00 $825.00 $1.00 $0.69 $309.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter co llectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul thei r imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with t his project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ' 3 Cifyof CarlsDad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check c.5R,2Q22 -232.; Est. Value 'o I'& Z.'t) - PC Deposit :] 37 .. \0 Date lo-cD: 2.Z Job Address /l/L/ SeivPM /Jvt, -di t/ Unit: f APN:'l0fp--()/ /-07-Pl/ CT/Project#: _ ___._/_..~""'0_,tJ ____________ Lot#: J VearBuilt: /t:J7z_ Fire Sprinklers:0,E~NO Air Conditioning:QYES®No Electrical Panel UpgradeQYEsta'No BRIEF DESCRIPTION OF WORK: 0 New SF : _____ Living SF,---=-ac---Deck SF, 3 (;, Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit?QvQN New Fireplace? QvQN, if yes how many? __ □Remodel: SF of affected area -----Is the area a conversion or change of use? Ov QN □ Pool/Spa: ____ SF Additional Gas or ElectricalFeatures? ___________ _ OSolar: ___ KW, ___ Modules, MountedOoof~round, Tilt:O vON, RMA:QvQN, Battery:QY ~, Panel Upgrade: Qv 01-J D Reroof: ----------------------------------□ Plumbing/Mechanical/Electrical ~ Only: Other: .AJ£ ?ck-~t' &LAS, 1hc::.--/4II f &;,Jt~e lv/l1~WS rr/;4e,,.,~y'_ \. L-------------------------------------1-.µ...~~1~...) PRIMARY APPLICANT PROPERTY OWNER Name: -w Name: --Ti,.r°"' 1?:fb/'v,<;:&1-? _ ___._......,_ ................... ___ ......... ..-.,,,--......... ...._ __ .Address: tf:b "l,£ Cq//,... -,;;r~/Wif:i __._.......__._ __ "'.._R\.....__State: C Zip: 17,57 / City:J~e~.,,/.., State: Cl{ Zip: 1z91 r Phone: f)'5l ti7() '27t/lJ Phone: __ ~ __ ~ __ 1/_tJ _____ ~ ___ o _______ _ Email: -lptJk@f'(So'1rll6/nSO /,,f-C,i}A-i, Email: ___;~_.:..i..:...._,:_.;~~~~...._.....;..~------ DESIGN PROFESSIONAL Name: ________________ Business Name: ______________ _ Address: Address: ________________ _ City: _______ State: ___ Zip: ____ City: _______ State: ___ .Zip: _____ _ Phone: Phone: _________________ _ Email: Email: _________________ _ Architect State License: CSLB License #: _______ Class: ______ _ Carlsbad Business License# (Required):, ______ _ APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. 1 ~~ NAME (PRINT): Oh ~I.JIJ-?SOVI SIGN:~ ------ 1635 Faraday Ave Carlsbad, CA 2008 Ph: 760-602-2719 Fax: 760F Email: Building@carlsbadca.gov / 1 Lr...·-, -l c.a...l &~ct!Zt!t.,-h o,_..,. 5 s~ l) F 'Pr k...-L5 ~ Cop ,1:-!, ~~L.et- 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: I herebyaffirm under pena/tyof perjury that lam licensed under provisions of Chapter9 (commencingwith Section 7000)of Division] of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): Q1 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 ls Issued. PollcyNo. _____________________________________ _ -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. 'iii\'y workers' compensation insurance carrier and policy number are: Insurance Company Name: ____________________ _ Policy No. __________________________ Expiration Date: _______________ _ -OR-O Certificate of Exemption: I certify that in the performance of the work for which this permit ls 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 ls 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 CERTIFICATION: /certify that I have read the app/icationandstate that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _________ SIGNATURE: _________ DATE: _____ _ Note: If the person signing above ls an authorized agent for the contractor provide a letter of authorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: eby affirm that I am exempt from Contractor's License Law for the following reason: 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. 0 , Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not Intended or offered for sale. If, however, the building or Improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale). -OR-O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-O I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: 61 "Owner Builder Acknowledgement and Verification Form" Is required for any permit issued to a property owner. By my si ture 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 ements covered by t his 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,/ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted orat the following Web site: http:I/www.leginfo.ca.gov/calaw.html. OWNER CERT/FICA TION: /certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): SIGN :.-_+.l'--1----,,, ___ DATE: ) v' ~,e 2, z_) 7Cf2-"2 roperty owner. 1635 Faraday Ave Carlsbad, CA 92008 Email: Bullding@carlsbadca.gov 2 REV. 07/21 ( City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner--builder of the property located at: fJ Site Address / q1 Sei vii I\ AJ-f 1# If U<rl£t>A. ) CA °{ ZCIJ& The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the _bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. ~rstand a frequent practice of unlicensed co ntractors is to have the property owner obtain an "Owner- Builder" building permit that erroneou sly implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. 11. ~understand building permits are not required to be signed by property owners unless they are responsible 4£h~ construction and are not hiring a licensed contractor to ass ume this responsibility. 111. @"understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and havi ng the permit filed in his h name instead of my own. IV. understand contractors are required by law to be li censed and bonded in California and to list their license V. n permits and contracts. erstand if I employ or otherwise engage any persons, other than California licensed contractors, and e tota value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV.08/20 Owner-Builder Acknowledgement Continued VI. ~stand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. ~derstand under California Contractors' State License Law, an Owner-Builder who builds single-family /,.~~t(;r'~tructures cannot legally build them with the intent to offer them for sa le, unless all work is performed VIII. by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. aerstand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable r any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. ./".?iJ .. ~rstand I may obtain more information regarding my obligations as an "employer" from the Internal ~~~vice, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact t he California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information a~t lic~nsed contractors. X. XI. ~m aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: gree that, as the party legally and financially re sponsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. ~ _agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the ~~tion I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be Issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty af perjury that I have read and understand all af the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel. 2 itJl.-ro/n Dt-;- REV. 08/20 Building Permit Inspection History Finaled • C cityof Carlsbad Permit Type: Work Class: Status: PERMIT INSPECTION HISTORY for {CBR2022-2328) BLDG-Residential Application Date: 06/30/2022 Deck Issue Date: 10/25/2022 Closed -Finaled Expiration Date: 06/24/2024 IVR Number: 41691 Owner: ROBINSON DR EW Subdivision: PALISADES Address: 144 SEQUOIA AVE, # 4 CARLSBAD, CA 92 008-4041 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 10/26/2022 10/26/2022 11/10/2022 11/10/2022 11/14/2022 11/14/2022 Status BLDG-14 195007-2022 Passed Dirk de Roggenbuke Frame/Steel/Boltlngtwe ldlng (Decks) Checklist Item BLDG-Building Deficiency COMMENTS 10/26/22 bedroom wi ndow needs to conform with egress size Provide stamped RFI for changes to framing size BLDG-13 Shear 196315-2022 Passed Dirk de Roggenbuke Panels/HD (ok to wrap) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-14 196316-2022 Passed Dirk de Roggenbuke Frame/Steel/Boltingtwe lding (Decks) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-18 Exterior 196451-2022 Passed Dirk de Roggenbuke Lath/Drywall Checklist Item BLDG-Building Deficiency COMMENTS Tyvek house wrap ok to install fiber cement siding 06/18/2024 06/18/2024 BLDG-Final Inspection 252026-2024 Passed Dirk de Roggenbuke Tuesday,June18,2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structura l Final BLDG-Electrical Final COMMENTS Passed Yes Passed Yes Passed Yes Passed Yes Passed Yes Yes Yes Yes Yes Complete Complete Complete Complete Complete Page 1 of 1 rfrue Nortl1 COMPLIANC S RV IC October 19, 2022 City of Carlsbad C8Rd~d -;;BJ-8 City of Carlsbad -FINAL REVIEW City Permit No: CB'C2022-2328 True North No.: 22-018-077 Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: New 2nd Story Deck (35 SF) & Exterior Opening Remodel Address: 144 Sequoia Ave, Carlsbad, CA Applicant Name: Tyson Robinson Applicant Email: tyson@tysonrobinson.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-2 Occupant Load: V-B Type of Construction: No Sprinklers: No Stories: 2 Area of Work (sq. ft.): 35 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 proj ect referenced above on behalf of the City of Carlsbad: 1. Drawings: One (1) copy dated September 22, 2022, by AERO Consulting Planning & Design. 2. Structural Calculations: One (1) copy dated September 21, 2022, by Core Structure, Inc. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Scot Weisse, PE -Senior Plan Review Engineer Quality Review By: Amar Hasen in -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562. 733.8030 • r I ,. September 10, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: New 2nd story deck (35 SF) and exterior opening remodel Address: 144 Sequoia Ave, Carlsbad CA Applicant Name: Tyson Robinson Applicant Email: tyson@tysonrobinson.com Attn: Applicant, True orth COMPLIANC SECOND REVIEW City Permit No: CBC2022-2328 True North No.: 22-018-077 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: l. Drawings: Electronic copy dated August 2, 2022, by Tyson Robinson. 2. Structural Calculations: Electronic copy dated August 16, 2022, by Core Structure, Inc. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis ofourreview. Our comments and building data information can be found below. Please call if you have any questions or if we can be of further assistance. RESUBMITTAL INSTRUCTIONS: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Di.vision, 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. Sincerely, True North Compliance Services Review By: Scot Weisse, PE -Senior Plan Review Engineer Quality Review By: Amar Hasenin -Plan Review Engineer ATTENTION PERMIT TECHNICIAN: Please see the list below for additional information and general building data. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562. 733.8030 New 2nd story deck (35 SF) and exterior opening remodel 144 Sequoia A venue July 19, 2022 1. Occupancy and Building Summary: Occupancy Groups: See comments below (R-2?) Type of Construction: V-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): 35 sq. ft. City of Carlsbad-SECOND REVIEW City Permit No.: CBC2022-2328 True North No.: 22-018-077 Page 2 2. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Floor Area: Notes: None. GENERAL INFORMATION: Confirmed Confirmed Plan Review Comments 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 TBC UMC, UPC, and 201 7 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 infonnation. 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 5536.1 and CBPC 6735. This item will be verified prior to plan approval. COMMENTS: S3. No project valuation provided with application. Please provide a project valuation for the proposed scope of work. S5. On the cover sheet of the plan, provide the following per CRC Rl06. l .1 : a) List the Applicable Codes (e.g. 2019 CBC, CRC, CPC, CMC, CEC, CGBSC, CA Energy Code, local ordinances, etc.). PC2 -Revise the code reference on the front cover of the plans to match the following: "2019 CBC, CRC, CPC, CMC, CEC, CGBSC, CA Energy Code, City of Carlsbad Mu11icipal Code." b) Specify the Occupancy Group -(e.g. R-3/U for Single Family Dwelling or R-2 Duplex) PC2 -Per our phone conversation the structure is 011e u11it of a quadplex. Therefore, the occupancy shown on the front cover of the plans should be R-2 per 2019 CBC 310.2. c) Provide the Floor Area (new, existing, total, etc.) New 2nd story deck (35 SF) and exterior opening remodel 144 Sequoia Avenue July 19, 2022 City of Carlsbad-SECOND REVIEW City Permit No.: CBC2022-2328 Trne North No.: 22-018-077 Page3 PC2 -Clarify the unit floor area by specifying the existing floor area and the new floor area at the deck. addition. S6. Sheet 1 b) Specify the roofing material information for the low eyebrow roof of the plans. Provide the roofing manufactures name, type ofroofing material, fire rating for the roofing (Class A), and provide ICC number. PC2 -Specify the roofing material fire rating req11irements on the plan, which is required to be Class A per city ordinance. S7. Structural plan cover sheet shall list the design criteria used for the design as required by CBC, 1603.1 (Live loads, dead loads, seismic and wind design criteria). PC2 -No updated structural plans received wit/, recent submittal. Comment still applies. S8. Engineer of record to review and approve the proposed prefabricated deck element. Engineer ofrecord shall provide calculation and detail for supporting the deck element, as noted on page 1 of the deck plans, General Note #1 "Existing Structure to be verified by the engineer ofrecord". PC2 -The calculation provided to justify the deck support are incomplete. Please provide calculation to justify the stud wall framing supporting the deck blocking, specifically tire vertical framing members and top and bottom connections to the sill plate and top plate. Also, please provide structural details of the vertical framing member. Structural Calculations: S9. Provide decking material manufactures name, product name, structural deckfag properties or span tables. (Yield Strength of the material (Fy), Section Modulus (S), Moment of inertia (I) and Section Ares (A)). PC2 -No updated structural plans received with recent submittal. Comment still applies. Also, please specify in your response the s/reet number where the decking material information can be found. Additional PC2 Comments : Sl0. Plan Sheet 3 a) Siding Application Detail -Please clarify the fastener requirements for the hat channel connection and Hardie panel connection, include the fastener type, size of the fastener, and fastener spacing. b) Eyebrow Roof Detail A -The structural connection shown on page 15 of the calculations should be incorporated in the plans and Detail A should reference the structural detail for all structural information. Please revise the plans and details accordingly. Also, the steel wall plate information on Detail A does not match the structural calculation awning detail. See images below. New 2nd story deck (35 SF) and exterior opening remodel 144 Sequoia Avenue City of Carlsbad-SECOND REVIEW City Permit No.: CBC2022-2328 True North No.: 22-018-077 Page 4 July 19, 2022 AWNING ULTAIL 't• • ' ,. l:.st,ollC:O.,Mll(~,...,, .... 11., ts.iw -y-..,-~~~~~-.,i.,. 'Flu.I II~ ~-n. t• Tr'Mt "~ l'let~l~f fl'A!ftl•-, ~ il> 1--i~~ ..... i'MTo;,-.1'ott1>111l'l+ih~ :t~~ St_..4..., ~ Yo\6t4111?.oofpersi-- 1'ottl<~ "' • ;,e,.; 5ml fMIA?l,,t•~ t•-•lfr•u•t., 'Mtw•trs c) Eyebrow Roof Detail B -Revise the wall connections to match the tructural detail shown on page 24 of the calculations. " :c.st..a '-~ Tn"' WV-Ui(~• w.r.ifMl<ol,,S. T""'w..-lAIMl6~...t AWNING DETAIL S l l . Calculations a) Page 15 i) ii) iii) Add blocking between studs to support the lag screws from the awning frame . Revise the detail accordingly. Clarify the lag bolt embedment requirements . Clarify the steel framing member size as HSS l-l/2"xl-1/2"xl4 gage to match the calculations. New 2nd story deck (35 SF) and exterior opening remodel 144 Sequoia Avenue July 19, 2022 City of Carlsbad-SECOND REVIEW City Permit No.: CBC2022-2328 True North No.: 22-018-077 Page5 b) Page 29 to 32 -Please clarify on the plans the garage header size 6xl2 or (3)-2xl2 to be verified by the contractor during construction. If you have any questions regarding the above comments, please contact Scot Weisse, PE via email scotw@tncserviccs.com or telephone (562) 733-8030. [END] ; July 19, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: New 2nd story deck (35 SF) and exterior opening remodel Address: 144 Sequoia, Carlsbad CA Applicant Name: Tyson Robinson Applicant Email: tyson@tysonrobinson.com Attn: Applicant, True North , COMPLIANCE SERVIC·ES FIRST REVIEW City Permit No: CBR2022-2328 True North No.: 22-018-077 True North Compliance Services, Inc. has completed the first review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: Electronic copy dated June 9, 2022, by Tyson Robinson. 2. Structural Calculations: Electronic copy dated June 30, 2022, by Core Structure, Inc. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California . Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Our comments and building data information can be found below. Please call if you have any questions or if we can be of further assistance. RESUBMITTAL INSTRUCTIONS: 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. Sincerely, True North Compliance Services Review By: Scot Weisse, PE -Senior Plan Review Engineer Quality Review By: Amar Hasenin -Plan Review Engineer ATTENTION PERMIT TECHNICIAN: Please see the list below for additional information and general building data. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562. 733.8030 New 2nd story deck (35 SF) and exterior opening remodel 144 Sequoia Avenue July 19, 2022 1. Occupancy and BuiJding Summary: Occupancy Groups: See comments below Occupant Load: See comments below. Type of Construction: See comments below. Sprinklers: ??? (Provide this information) Stories: 2 Area of Work (sq. ft.): 35 sq. ft. City of Carlsbad-FIRST REVIEW City Permit No.: CBC2022-2328 True North No.: 22-018-077 Page2 2. The plans have been reviewed for coordination with the permit application. Valuation: Scope of Work: Floor Area: Notes: None. GENERAL INFORMATION: See Notes Below Confirmed Confirmed Plan Review Comments 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 5536.1 and CBPC 6735. This item will be verified prior to plan approval. COMMENTS: S 1. The plans are incomplete and will need additional architectural and structural plans so a complete plan check can be completed. Please note only the obvious items have been identified in the comments list below and additional comments may be required upon the next review. S2. The name and signature of the person who prepared the plans shall be included on each sheet of the plans. B&P Code 5536. l S3. No project valuation provided with application. Please provide a project valuation for the proposed scope of work. S4. Provide structural plans, details and calculations for the proposed scope of work. The structural design documents shall address the following items: J New 2nd story deck (35 SF) and exterior opening remodel 144 Sequoia Avenue City of Carlsbad-FIRST REVIEW City Permit No.: CBC2022-2328 True North No.: 22-018-077 Page3 July 19, 2022 a) Lateral design for exterior garage door wall which is modifying the exterior openings and adding additional wall mass (New balcony, new roof eave element, new concrete siding over exiting exterior finish). b) Check existing garage door headers and foundation for the additional weight of the new siding, new eyebrow roof element, and the new deck. c) Provide calculations and details for supporting the new eyebrow roof element and the new premanufactured deck. d) Provide framing calculations and details for the revision to the wall opening, such as new headers for the enlarge deck door opening. SS. On the cover sheet of the plan, provide the following per CRC RI 06. l. l: S6. a) List the Applicable Codes (e.g. 2019 CBC, CRC, CPC, CMC, CEC, CGBSC, CA Energy Code, b) c) d) e) f) g) h) Sheet 1 a) local ordinances, etc.). Specify the Occupancy Group -(e.g. R-3/U for Single Family Dwelling or R-2 Duplex) Specify the Type of Construction -(e.g. Type V-B for wood framed construction) Number of Stories Clarify if the building equipped with Fire Sprinklers? (Yes or No) Provide the Floor Area (new, existing, total, etc.) Provide a Scope of Work statement. Provide the Designer's and consultants information. Provide a floor plan to clarify the use of the rooms adjacent to the proposed exterior wall remodel. If any of the door or window opening being modified are bedrooms, confirm the new proposed opening meets the code requirements for egress, CRC 310.2. If any of the modified windows are in a shower or tub enclosure and the sill is less than 6'-0" from the enclosure floor, then specify temper glazing will be required. b) Specify the roofing material information for the low eyebrow roof of the plans. Provide the roofing manufactures name, type ofroofing material, fire rating for the roofing (Class A), and provide ICC number. c) Provide details for the installation of the new concrete paneling installation over the existing stucco exterior. Include the ICC number for the concrete paneling, underlayment material, fasteners (size and spacing), etc. d) Provide a door and window schedule on the plans. Include in the schedule the door or window sizes, the type of windows (slider, casement, etc.), U-factors, SHGC, and tempered glazing requirements. e) Specify the height of the new entrance gates on the plans . f) Provide electrical information on the plans for all new electrical outlets, switches and fixtures. Note: The new exterior deck will require a waterproof exterior GFI protected outlet and an exterior light (high efficacy, typical LED) with manual on/off switch and photo and motion controls. S7. Structural plan cover sheet shall list the design criteria used for the design as required by CBC, 1603.1 (Live loads, dead loads, seismic and wind design criteria). New 2nd story deck (35 SF) and exterior opening remodel 144 Sequoia Avenue July 19, 2022 City of Carlsbad-FffiST REVIEW City Permit No.: CBC2022-2328 True North No.: 22-018-077 Page 4 S8. Engineer ofrecord to review and approve the proposed prefabricated deck element. Engineer ofrecord shall provide calculation and detail for supporting the deck element, as noted on page 1 of the deck plans, General Note #1 "Existing Structure to be verified by the engineer of record". Structural Calculations: S9. Provide decking material manufactures name, product name, structural decking properties or span tables. (Yield Strength of the material (Fy), Section Modulus (S), Moment of inertia (I) and Section Ares (A)). If you have any questions regarding the above comments, please contact Scot Weisse, PE via email scotw@tncservices.com or telephone (562) 733-8030. [END] C RE Structural Calculations Prefabricated Balcony 144 Sequoia Avenue Carlsbad, CA Project No.: 22125 September 21st, 2022 Amir Deihimi, Principal CBR2022-2328 144 SEQUOIA AVE 'I #4 INSTALL 35 SF FALSE DECK AT FRONT ELEVATION// EN LARGE WINDOW TO SLIDER// REPLACE WINDOWS • 20601"10704 10/6/2022 CBR2022-2328 Core Structure, Inc., 23172 Plaza Pointe Dr., Suite 145, Laguna Hills, CA 92653 949-954-7244 C RE September 21, 2022 Project: 144 Sequoia Avenue Location: Carlsbad, CA Client: NIA TABLE OF CONTENTS Prefabricated Balcony Design Metal Awning Design Wood Awning Design Lateral Analysis for Addition Core Structure, Inc, 23172 Plaza Pointe Dr., Suite 145, Laguna Hills, CA 92653 1-16 17-25 26-29 30-End 949-954-7244 C RE Company ProJect Job No. Plan : Core Structure, Inc. : TYSON ROBINSON :22125 ALUMINUM POST PER MANUFACTURER (MIN. 2-3/8" x 2-3/8" GOG 1-TG IN LIEU OF MFTR SPEC) Gx BLOCKING w/(G) I /4"x 5 I /2" 5D5 SCREW TO STUDS. STEEL PLATE w/ (G) 3/8" 0 x 5" EMBEDMENT LAG SCREW WI 5.51N MIN. BLOCKING STEEL AWNING PER MANUFACTURER' EXISTING Gx I 2 BEAM (V.I.F.) ADD F.H. BLK'G w/(3) I Gd IF EXISTING WIDTH 15 LESS THAN 5 1/2" Designed Checked Date Client : T.M. : P.P. : 08/ I I /2022 MAM BA-Bf TR200 2-318"50. BA-fl.J BA-BSf BA-BSR"" PROVIDE GxG FRAMING w/51MP50N A35 TOP 1$ BOTT. EACH SIDE AT LINE OF ANCHORAGE 'NOTE: MEMBER SPECIFICATIONS TO BE PROVIDED PER MANUFACTURER. DESIGN HAS BEEN BASED ON THE FOLLOWING MINIMUM VALUES (REFER TO "PREFABRICATED BALCONY DESIGN" IN CALCULATION PACKAGE FOR "MARK' DESIGNATIONS): MEMBER SCHWUlf YIELD STRENGTH SECTION MOMENT Of SECTION AAU FY(ko,) MODULUS INERTIA (m,...2) (,n~3) (1n"4) 35 4.4 15.96 2.!14 35 1.12 1.96 1.25 35 1.37 1.62 2.13 35 1.88 5.73 1.14 35 2.31 7.23 1.28 36 0.02 0.01 0.31 •• • BASE MATrnAL FOR ALL MfMBEJ<.5 WITH THE EXCEPTION OF BA-BSR (TAKEN "5 GRADE 36 STEEL) HAVE BEEN DESIGNATED 6061-T6 ALUMINUM. BALCONY CONNECTION DETAIL 1 CORE STRUCTURE, INC. APPLIED LOADS: From tlM Ground Up/ ltnKtura/ EnglnHrlng Dll1/11n S.rvlct11 Uniform load: SOL= 15psf; LL= 60psf Tributary With = 4.5ft. Combinations: 1.2DL + 1.6LL ,.,.. Edi wi-o.-Df-s-ct """" ~ o.,a., ~ 0,.-r..., .,... !J'-H ll /II ► 0. f\~~~,,..,,i:,c :>~ ~li!lliJ·tt•n V.llllllll 'nt, z y ~ X ..... 3D MODEL 2 0-.... ca.w "' .,,. CORE STRUCTURE, INC. From tM Ground Up! Structural Elll/lnHrln11 O.sl11n S.W/c11s f'IM EMI V-0.,... Dr-WK'! .... ,.,...,,__. Doq,1.,-0..,.,, ()pl-look Hllp ► ~llt\~<::l. :.:,, GJ·!t· nVJallil!, 'ht •M I ·C·T·tl:l·-·C ·-• r-.===-=-='.[==----------------------------------------·~· .L ... z y ~ X DEAD LOAD .L z y ~ X LIVE LOAD .., ... ______________________ « n u., 3 CORE STRUCTURE, INC. From tlM Ground Up/ ltrut:turol E1111/1HHH1n11 O.s/11n hwlc•s f•£dirV-On.0.-Wea~......,,.~Oeif,,Opbonf.1Mk ..... I' i • " .. ~Cil.E\ ~,, WPl!oll "' :> <fiJ ': GJ · • nv.1111» h t-•M "" I ·O·T·lll·-·C·-· z y t: X « 7> u. -------------~ MOMENT DIAGRAM foill6'V_O.,..,.o,--'Wt(l:Ml9"~~C....,.~loollHllp !itrii~~~~~~i;i;::;:o.:l:,, .. Pl!.., ... ::, ,t;J .. ~,,,__· -=---"--'--,..: I ·C·T·Dl·-·C ·-· ' .(. ,I "' • ~ ,W.Qcl.i-.u-...-.... ...,_ z y ~ ------------ X AXIAL FORCE 4 CORE STRUCTURE, INC. From,-Ground Up/ Structural Ent1/11Hrlnt1 "'1sl11n hrvlc•s ,-,_~V-0.....0-W.Oliuop!Alltlpl~Otilgn(>ptlDftlllMIIIH,dfl ,--=,--,:......;........,~.-,,.;~El_,.6l..,..~.,..:.: .... ,,..--.. ___ P11_-e_~ ~ • nv.1111» 'n t-•tt I·C·T·tll ·•·C·-· z y ~ X ETABS REACTION AT CONNECTION 5 CORE STRUCTURE, INC. From 1M Ground Up/ Structu,o/ E"lllnHri"II Design S.,,,/ctU CHECK FRONT FASCIA BA-BF (J Diagram for e .. m 843 11 Story Story1 (BA-BF) I.Dad Ca,e/Load Combnaticn End Offset Location 0 Load c-® Load Comb,-, 1i1oc1a1 Case ( 1.2Dl•1.6ll ___ ~v Ir----- ~---~1°·000 In [UncS ["iio."000--1n LlflgUI J 120.000 Coff1K)nent llilplay Location ® Show I.lax O Scrol for Valin Shear'-n. Moment 1,13 Oeflection (Oown •l I End Jt 75 0 AbsolJto O Relolmt ta Frame Mlniralm Maximum bending moment: (Comb: 1 .2DL+ 1 .6LL) M = 65.45 kip-in *Max Moment = 65.45kip-in 2.119"" II 120.000 In atl!0.000 In Relltwe to story Mlnffilm a-max = M/Z = 65.45/5. 76 = 11.36 kip/in"2 In X Property Name Section Name Ba■eMal.onaf Properties lem AS2. ln2 AS3,ln2 133. ln4 l22. ln4 S33Pos. in3 S33Neo. in3 S22Po■, ln3 S22Neg.ln3 R33,ln R22.ln 233, lnl 222, in3 J,ln4 CG Off■et 3 Di', In CG Off■et 2 Ot, In PNA Off■et 3 Dt. In PNA Off■et 2 Dr, In JBA-BF J6061T6 Vliue 2.94 2.08 0.9 15.96 2.05 4.4 u 2.05 2.05 2.3296 0.8349 5.76 2.34 5.91 0 0 0 0 Front Fascia BA-BF (Aluminum 6061T6) with Fy = 35kip/in"2 > 11.36 kip/in"2 => Therefore satisfies the demand. 6 CORE STRUCTURE, INC. From ti» Ground Up/ Structural En11/nHl'ln11 0.1/11n 1'1Nle111 CHECK TOP RAILING TR200 I) Di1g111mfor B,,m 84011 Story Story2 (TR200Top rail) Load c-/load ~ End Of!ul Locllion 0 Load c-@ Load Cambi--. Mad c-Q£nc1 ] ~11.1_1111 __ 1.2Dl,-1.6LL -3~---1 -11 108.813 Length .-1,oa-.000--- Co,,.,onent Oilploy LocatiOfl Mljor (V2 mid Ml) @ Snow WIX O Scrol for VlklH She■rV2. Lloment 1,13 OellectJon (Down •) I EndJt 70 O Absoirte O Retotlve ID Fra .. Wlnmim @ -· ID Beam End■ Maximum bending moment: (Comb: 1.2DL+ 1.6LL) M = 2. 729 kip-in *Max Moment = 2. 729kip-in -0.191 .._, 111.188 In o:-max = M/Z = 2.729/0.85 = 3.21 kip/inA2 X ~Name Secllan Name 8-Moterlll In In Propertleo In lem AS2.ln2 AS3.ln2 133,11>4 122.11>4 S33Poo. inl S33Neg.n3 522Poa.n3 S22Neg,n3 R33,n R22.n 233,inl 222.nl J, 11>4 CG OflNt 3 Dir. n CG Ollll!I 2 Dir. n PNAOllll!l 3 Dir.n PNA OflNt 2 Dir, n I TR200 Top ral j6061T6 Vu 1.25 0.-4-4 0.83 0.65 1.96 0.74 0.74 1,12 1.12 0.7206 1.2527 0.85 1.4 1.5 0 0 0 0 Top rail TR200 (Aluminum 6061T6) with Fy = 35kip/inA2 > 3.21 kip/inA2 => Therefore satisfies the demand. 7 CORE STRUCTURE, INC. From 11M Oround Up/ Strudurol En11/nHrlng O.sl11n ,.,,,,~111 CHECK ALUMINUM POST [J Diagntm for Column C17 It Story Story2 (2-3/8"SQ. Aluminum Post) Load Case/Load~ 0 l.oadCase l1.2D1.•l.6l.L @Load~ MoclalCne ~~--- Display Location End Offset Location l<nd 10.000 .1-lndj ...... ,44-.00-0 -- Len!llll 144,000 Col!l)Onent loul(P..dl) @ Show Wu O Scrol for Va~es Axlll Force P Tors,on T r Done ..J Maximum Axial Force: (Comb: 1.2DL+ 1.6LL) N = 0.349 kip *Max Axial Force= 0.349 kip 0.000 kip-in •144.0001'1 o:-max = N/A = 0.349/2.13 = 0.16 kip/in"2 X Property Name $ec;tion Name e-Material " Pn,pertiet ii In lem ,s2.n2 ,S3.n2 133. ln-4 122.n-4 S33P01.n3 533Neg.n3 S22P01.n3 S22Neg.n3 R33.n R.22,n 233.nl 222.nl J. ln-4 CG OffNI 3 Dir. n CG OffNI 2 Dir. n PNAOffNI 3 Dir. n PNAOffNI 2 Dir. n 12-3/8"sa . .........., Pott i6061T6 Vtlue 2.13 1.15 1.15 1.62 1.62 1.37 1.37 1.37 1.37 °'8735 0.8735 1.7 1.7 2.4 0 0 0 0 2-3/B"SQ. Post (Aluminum 6061 T6) with Fy = 35kip/in"2 > 0.16 kip/in"2 = > Therefore satisfies the demand. 8 CORE STRUCTURE, INC. From lM Ground Up! Structural En11/ntHllfng O.Sl11n ltm,/ctJS CHECK JOIST SUPPORT BA-BJ al Oi19r1m for e .. m 848 at Story Storyl (BA-BJ) Load Caot/1..oad Combination 0 l.oadC- 1.20l• 1.6U. Co~nenl @ Load Combination CMlplly Location End OMse1 Location [I-End 10.000 [ J.llMI ] ~,37-.000--- ltngth J 37 .ooo [M1ior<V2<nl~ -V @ Show Max O Scn>I for V.klH Shear V2. Momeni UJ. Oefledi>n (Down •} I End Jt 71 0 Absoklte O ReilU.e ta Frame lllninUm @ Relative ta Bum End• Maximum bending moment: (Comb: 1.2DL+ 1.6LL) M = 3.681 kip-in *Max Moment= 3.681 kip-in -4.398~ 1t 0.000 ln o:-max = M/Z = 3.681/2.29 = 1.6 kip/in"2 X Property Name Section Nane ln e-, Material In Properties In AS2.in2 AS3.ln2 133.ln-4 122. ln-4 Sl3P01.in3 S33Neg.nJ S22P01. in3 S22Neg.in3 R33.in R22. in Z3J.in3 D.2.in3 J.ln-4 CG Offeet 3 Dir. in CG Offeet 2 Dir. i'I PNAOfflel 3 Dir. i'I PNAOffNt 2 Dir, in JBMIJ j6061T6 Value 1.14 0.74 0.36 5.73 024 1.88 1.88 0.72 0.18 22438 0.(566 2.29 0.32 0.01 0.4824 0 0 0 Joist support BA-BJ (Aluminum 6061 T6) with Fy = 35kip/in"2 > 1.6 kip/in"2 => Therefore satisfies the demand. 9 CORE STRUCTURE, INC. From tlN Ground Up! Jtrudurol Engln_,,1111 Des/11n ht'fll~tlS CHECK BA-BSF [] Diagram for Bum BS3 ,rt Story Storyl (BA-BSF) Load C...,/lolld ~ End Offset t.oc.tlon 0 Load c-@ Lo.I~ L-1a.ooo in 1.2Dl.•1.61..l. ---L!:l~ ~I 1oa-_ooo ___ in Length I ioa.aoo Disp4oy l.oc111on Component ~(V21nc1M3) @ Show I.tu O Scn>I ror llllluet ShearV2 Uomentl.l3 Oelledioo (Down •l I 'End J~ ~ <>===a;:~J 83 0 Al>soute O Relotive to Frame Uininlum @ Relolivt to Be1m Endo Dont Maximum bending moment: (Comb: 1.2DL+ 1.6LL) M =5.23 kip-in *Max Moment= 5.23kip-in o:-max = M/Z = 5.23/2.75 = 1.9 kip/in"2 in X Property Name Section Name 8-Maerial Pn,pe,tJe, lem AS2.n2 AS3.ln2 133, ln4 122, ln4 S33Pot,ln3 SJ.3Neo,ln3 S22Pot.ln3 S22Neg,ln3 R33,ln R22.n 233.ln3 Z22.i'13 J,ln4 CG Offtet 3 Dir. In CG Offtet 2 Dir, In PNA Ofltet 3 !»-, n PNA OflNI 2 Dir. n IBA-BSF 1606m V,b, 1.28 0.76 0.46 7.23 0.73 2.31 2.31 0.35 0.35 2.376 0.7559 2.75 0.56 0.01 0 0 0 0 Fascia BA-BSF (Aluminum 606116) with Fy = 35kip/in"2 > 1.9 kip/in"2 => Therefore satisfies the demand. 10 CORE STRUCTURE, INC. From 11M Ground Up! Structural Eng/nHrl1111 Dllsl11n S.111/c111 CHECK TIE ROD BA-BSR ~ Di1gr,m for 8r1Gt D2 1t Story Story2 (BA•BSR) Load Case/load ConiiNlion 0 l.oadCase [u"DL+1.6U @Load~ ModalCaoe Co~ent Display Location End O flsel Location ~Jo.ooo 1 J-End 1.-s1-_490 __ _ Length J 57.490 I lodal (P and T) @ Sllow Mu O Sa-ol lorV.kles Torsion T Maximum Axial Force: (Comb: 1.2DL+ 1.6LL) N = 2.775 kip Done *Max Axial Force= 2.775 kip 0.010 qH1 1157.490 In o:-max = N/A = 2.775/0.31 = 8.95 kip/in"2 X In In In Tie Rod BA-BSR with Fy = 36kip/in"2 > 8.95 kip/in"2 => Therefore satisfies the demand. 11 Property Name SedlonName 8-Maerial Pmpertlet tem AS2,i'l2 AS3.in2 133. in4 122. in4 S33Poa.in3 S33Neg.in3 S22Poa.in3 S22Neg.in3 R33.in R22.in Z33. in3 222. in3 J, in4 CG OffNt 3 Dir. in CG OffNI 2 Dir. in PNA Offoet 3 Dir. in PNA Offoet 2 Dir, in JBMISR JA36 Vu 0.31 0.28 0.28 0.01 0.01 0.02 0.02 0.02 0.02 0.1563 0.1563 0.04 0.04 0.01 0 0 0 0 17:01 , 30/06/2022 Connection Calculator Design Method II Load & Resistance Factor Design (LRFD) V Connection Typell Lateral loading V Fastener Typejj Lag Screw V Loading Scenarioll Single Shear V I Main Member Typell Douglas Fir-Larch V I Main Member Thickness II 5.5 in. V Main Member: Angle of'lli Load to Grain O I I Side Member Typell Steel V I Side Member Thickness II 1/4 in. V Side Member: Angle ?r·11~o Load to Gram Washer Thicknessll 1/8 in. V Nominal Diameterll 3/8 in. V Lengthll 5 in. V Time Effect Factor II = 0.8 V Wet Service Factor II C_M = 1.0 V End Grain Factorll C_eg = 1.0 V Temperature Factorjl C_t = 1.0 V Connection Yield Modes Im 112965 lbs. ls 112490 lbs. II 111353 lbs. Illm 111530 lbs. ills Jlsss lbs. N 11476 lbs. II Adjusted LRFD Capacity 11476 lbs. 11 • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted LRFD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11 . • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 12 17:01, 30/06/2022 Connection Calculator Design Method II Load & Resistance Factor Design (LRFD) V Connection Typell Withdrawal loading V Fastener Typell Lag Screw V Loading Scenario!! N/A V I Main Member Typell Douglas Fir-Larch V Main Member Thicknessll 5.5 in. V Side Member Typell Steel V Side Member Thickness!! 1/4 in. V Washer Thickness!! 1/8 in. V Nominal Diameterll 3/8 in. V Lengthll 5 in. V Time Effect Factorll = 0.8 V Wet Service Factorll C_M = 1.0 V End Grain Factorll C_eg = 1.0 V Temperature Factorll C_t = 1.0 V II Adjusted LRFD Capacity ll t466 lbs. 11 • The Adjusted LRFD Capacity only applies to withdrawal of the fastener from the main member. It does IlQ! address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 13 CORE STRUCTURE, INC. From 1M Ground Up! Strudura/ En,lnHrln11 Dtlsl11n S.,,,/ct11 CONNECTION CHECK Vu Detail 06/S84: N U") Use (6)-3/8110 x5 11 length Lag screw w/ 5.5in Min. Blocking * Top connection: :. Maximum lateral and withdrawal load: Vu= 2.125 kips -> Demand per bolt= 2125/6 = 354 lbs < Adjusted LRFD Capacity= 476 lbs Pu = 1 .178 kips -> Demand per bolt = 1178/6 = 295 lbs < Adjusted LRFD Capacity = 1466 lbs => Connection is adequate against lateral and withdrawal loading. * Bottom connection: :. Maximum lateral and withdrawal load: Vu = 1.452 kips -> Demand per bolt= 1452/6 = 242 lbs< Adjusted LRFD Capacity= 476 lbs Pu = 1 .985 kips -> Demand per bolt = 1985/6 = 498 lbs < Adjusted LRFD Capacity = 1466 lbs => Connection is adequate against lateral and withdrawal loading. 14 Project Title: Engineer: Project ID: Project Descr: j Wood Column 144 Sequoia S.W. 22125 Remodel Project File: Base File.ec6 UC#: KW-06014368, Build:20.22.8.17 Core Structure, inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: Stud Framing@ Deck Support Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for no11-slender calculations) Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + Fb - Fe -Prll Fe -Perp 1200 psi 1200 psi 1000 psi 625psi Fv Ft Density 10.0 ft 170 psi 825 psi 31 .21 pcf E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial Wood Section Name 6x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn 5.50 in Allow Stress Modification Factors Exact Width Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.250 in"2 Cf or Cv for Compressio1 1.0 Ix 76.255 in"4 Cf or Cv for Tension 1.0 ly 76.255 in"4 Cm : Wet Use Factor 1.0 Ct : Temperature Fact 1.0 Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 NOS 1532 Basic 1600 1600 1600 ksi Use Cr : Repetitive ? No Minimum 580 580 Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 5.5 ft, I Applied Loads Service loads entered . Load Factors will be applied for calculations. Column self weight included: 65.563 lbs * Dead Load Factor AXIAL LOADS ... From ET ABS model; total lateral reaction (LRFD) = 1784# : . D = 20% of total reaction Roof & Exterior Wall Loads: Axial Load at 10.0 ft, D = 0.1310, Lr= 0.0530 k LL = 80% of total reaction BENDING LOADS ... :. D = (0.20 X 1784#) / 1.2 Canopy Reaction: Lat. Point Load at 5.660 ft creating My-D = 297# DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = o.8394 : 1 Load Combination +D+Lr Governing NOS Forumla Comp+ Myy, NOS Eq . 3.9-3 Location of max.above base 5.638 ft At maximum location values are . Applied Axial Applied Mx Applied My Fe : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.2496 k 0.0 k-ft 2.909 k-ft 1,132.30 psi 0.1570 : 1 +O+Lr 10.0 ft 33.371 psi 212.50 psi :. Using similar derivation with 1.6LL ---->LR= 892# Maximum SERVICE Lateral Load Reactions .. Top along Y-'t 0.0 k Bottom along Y-Y Top along X->c 0.6730 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... 0.0 k 0.5160 k Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.3462 in at 5.235 ft above base for load combination : +D+Lr Other Factors used to calculate allowable stresses ... Bending Compression Tension Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Co Cp Load Combination DOnly +D+Lr +D+0.750Lr +0.60D Maximum Reactions Load Combination D Only 0.900 0.936 1.250 0.906 1.250 0.906 1.600 0.873 X-X Axis Reaction @Base @Top 0.129 0.168 Stress Ratio Status Location 0.2912 PASS 5.638 ft 0.8394 PASS 5.638ft 0.6819 PASS 5.638 ft 0.09828 PASS 5.638 ft k Y-Y Axis Reaction Axial Reaction @ Base @Top @ Base 0.197 15 Stress Ratio Status Location 0.05448 PASS 10.0 ft 0.1570 PASS 10.0 ft 0.1276 PASS 10.0 ft 0.01839 PASS 10.0 ft Note: Only non-zero reactions are listed. My -End Moments k-ft Mx -End Moments @ Base @ Top @ Base @ Top [ Wood Column UC#: KW-06014368, Build:20.22.8.17 DESCRIPTION: Stud Framing@ Deck Support Maximum Reactions X-X Axis Reaction Load Combination @ Base @Top +D+Lr 0.516 0.673 +D+0.750Lr 0.419 0.547 +0.600 0.077 0.101 Lr Only 0.387 0.505 Maximum Deflections for Load Combinations Project Title: Engineer: Project ID: Project Descr: Core Structure, inc. 144 Sequoia s.w . 22125 Remodel Project File: Base File.ec6 (c) ENERCALC INC 1983-2022 Note: Only non-zero reactions are listed. k Y-Y Axis Reaction @Base @Top Axial Reaction @Base My -End Moments k-ft Mx -End Moments @ Base @ Top @ Base @Top 0.250 0.236 0.118 0.053 Load Combination Max. X-X Deflection Distance Max. Y -Y Deflection Distance DOnly +O+Lr +D+0.750Lr +0.60D Lr Only Sketches -~ 0 lO tri 0.0865in 0.3461 in 0.2812in 0.0519in 0.2597in 5.50 in Per above analysis: Max Reaction, Vu= .673 kips :. Max Shear Per A35, Vu= .673 kips/ 2 :. Vu= 0.337 kips ---> Allowable Shear= 590# >Vu= 337# ---> Simpson clips will be adequate to transfer loads from newly framed canopy to double top plate 5.235ft 5.235ft 5.235ft 5.235ft 5.235ft +X 0.000in 0.000in 0.000in 0.000in 0.000in 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft EXCERPTED· Framina Anales and Plates Allowable Loads (Simoson Cataloauel OF/SP AIIOwal>le Loads SPF/HF Allowable Loads Model Type ol Futeners Dl<ectlon Code No. CoMKtlon (In.) of Load Floor Roof Floor Roof Ref. (100) (125) (160) (100) (125) (160) f1 395 460 545 340 415 4B0 (8)0.131 x 1 'h f2' 395 430 430 340 370 370 IBC, A34 m f1 640 640 640 550 550 550 FL. LA (B) #9 x 1½" SD F2 495 495 495 425 425 425 Uplift 240 240 240 170 170 170 - A1 295 350 350 255 300 300 m (9)0.131'1½ E 295 360 3B5 255 310 330 c, 1B5 1B5 1B5 160 160 160 A2 295 325 325 255 2B0 2B0 Ill (12)0.131 xl½ c, 295 330 330 255 2B5 2B5 IBC, A35 .. ... fl, LA D 225 195 195 195 m f1 ~ 590 650 ~ 650 510 560 560 ~2)0.131 x 1'h Fi' 670 510 575 575 --·-m ~2)0.131 x1½ f1 555 555 555 475 475 475 [§] (12) PH6121 f1 420 420 420 360 360 360 - 16 C RE Company FroJect Job No. Flan 5"SQ.x I 14" THK. STEEL PLATE WI (4)318'0 x 3' EMBED. LAG : Core Structure, Inc. : TYSON ROBINSON :22125 METAL ROOF FRAMING MEMBERS WELDED BY OTHERS TO TOP f BOTT. FUTCH PLATES SCREWS -H ~~ Gx BLOCKING wl(3) I Gd TO ADJACENT STUD 5"SO.x I 14' THK. -..W~~:=:::;:=':/=.:=:=:=:=:=:=~~V STEEL PLATE WI (4)3/8"0 x 3" EMBED. LAG SCREWS 2'-G" EXISTING 2x4 GARAGE WALL FRAMING AWNING DETAIL 17 Designed Checked Date Client : T.M. : F.F. : 08/ I G/2022 STEEL PLATE 4'. x 318". STEEL FACIA PLATE WELD TO METAL FRAMING MEMBERS CORE STRUCTURE, INC. APPLIED LOADS: FromtMGlount/Upl ltrudurol E1111lnHrl1111 Design /en,/c-, Uniform load: SOL = 5 psf; LL = 20 psf Tributary With = 4ft. Combinations: 1.2DL + 1 .6LL fM UNI Vlw, Dd!N ~-Wits ....... ~ DilflllY Deig,I Opt-. TMK Hollp \,f:1') /Q ► Cl il.~~~;,,wP!lotS ,..:>dii. : • ·n VJ!llillll 'ht. M I·C·T·lll·-·C ·-· ..-X il t;:.x .:.ii;+/:,,,S,r ♦:l:d <1 I .. .t.. SO.HSS1-1/2X1 ·1/2X14G 30 MODEL 18 CORE STRUCTURE, INC. Ha [di! V.. H""lflt Dnw w.ct Allign ~t 0..,..,. 0.,.,,, Opt.-TIIOII M.tp From 1M around Up/ Structural E1111/nHrl1111 Des/11n S,,,,,/cllS C\.-f:I 'I ,I' i ► Q. a.a:.:,, "'Plloil "' .:> d<l t :.G21 GJ ·II· n VJlllill;, i'1 , ... 11 I ·C ·T ·IJl ·•·C ·-· x t'-1:: .>1,,s .:.ii;:+ -'/-S->" ♦:r:1:t• ., a f-tdi' .,.._ OdiM 0,.,,,, WK\ AMop, .....,_ ~ Ont1f, Opt-. lOM Hielp C \.-t:l "l <'/i ► Cl-.~e.a:,,, .. Pl!oll :>dilt =-GJ -i,·n Y.llllll!l i"lt ... tt ~ I·C·T ·IJl ·•·C ·-· X Al I ·" .:. + 1-+>" ♦Zar' "1 ■ 19 DEAD LOAD X LIVE LOAD 1{4.DJJ YSG4 ZWJ! CORE STRUCTURE, INC. From tlM tilound Up/ ltrudurol En11/nHrl1111 Dllsl11n hN/ctlS .... bill v-Ull,n,e u. .. ~ ...,.... ~ 0.,-, Ormgn 0,00,.. ,~ .... Cl \.l':'1 '11'/i ► 0. e.caet::,,,-,,ii-11 ,diit = lil·•·nV JlllJlll11 ♦-M "" I·C ·T·lll·-·C·-· X ii 11, ,'>Cli.S .:.~ i-/y,$-y< ♦:1:1!1' "· 1.llij 11fW1Qo.__,.,. ..... .., ....... --------------------)(~lfllT .. Cll?Wll~ « » U.. MOMENT DIAGRAM hll EM v--~ Dr.., Wtc't iWlfl' ANlyN ~ 0...,,, ~ 19Clh H-, i;:'l \.l':'1 '11'/i. 0. e.•a~:,, .. P11o1 ... ,dii. = Ii)· -nVllllilli?'lt-•M I·□·T·lll·-·C·-· l L x ii 1: ·" .:.a;+ -$-+0 z,..· 1 a AXIAL FORCE 20 CORE STRUCTURE, INC. From tlM Ground Up! Strudural En11IIHHll'l1111 Dtl1/11n Slln,/c111 HI' lfil V'-°""'-o.-Waa. AMlp ~ Oospuy Dm.., OpfllN TNII Http 1::1" H '> / a • Q. e. ~ ~: ,_. •• -u o11 "" :> 6'l • ~ i;a GJ ·It· n v l11111111 '11 t-M I·C·T·IIJ--·C·-· ..-x-"-;:.'."*.:.a;.+ .<_..,s,0 "' , II II & .J. ETABS REACTION AT CONNECTION 21 CORE STRUCTURE, INC. From tM Ground Up! Strudurol E1111/IHHll'l1111 Design hN/c.s CHECK FRAMING MEMBERS I) Diagram for Brace 01 at Story TOP (SQ,HSS1 • 1/2X1-1/2X14G) Load Cne/Load Conmnalion End Olfwet Location O Load c-@ Load ContJhslon O Modal c-I-Encl ,-10.-000--- [i_.2DL+1_.6ll __ _ L!<nd I S1.264 Length ,-ls,-.264--- Cotrc,onent lllsploy Location I Major (\/2 and M3) @ Show Max O Saol lor Vlkles She1rV2 Moment 1.13 Ma (Co Done 7 *Max Moment = 2.49 kip-in 0.325~ at 51.264 kl o:-max = M/Z = 2.49/0.24 = 10.37 kip/in"2 X In In In Pmpe,ty Name Sedlon Name e-Mlterill Prope,tie, tern AS2.ln2 AS3.n2 133,ln4 122.ln4 S33Poa.n3 S33Neg,ln3 S22Poa.n3 S2.2Neg,ln3 All.In R22. In Z33,ln3 222. ln3 J. ln4 CG 0111111 3 Dir, In CG Offoet 2 Dir. ii PNA Offoet 3 Dir. In PNA Offoet 2 Dir, In I sa.Hss1-1nx1-1n.x1«:> IA5000r94G v ..... 0.44 0.23 0.23 0.15 0.15 02 02 02 02 0.5814 0.5814 024 024 022 0 0 0 0 HSS1 -1/2"sq.x14ga Metal framing with Fy = 46kip/in"2 > 10.37 kip/in"2 => Therefore satisfies the demand. 22 10:49, 16/08/2022 Connection Calculator Design Method II Load & Resistance Factor Design (LRFD) V Connection Typejj Lateral loading V Fastener TypeJI Lag Screw V Loading ScenarioJI Single Shear V I Main Member Typejj Douglas Fir-Larch V j Main Member Thickness JI 5.5 in. V Main Member: Angle ?f;lllo Load to Gram I! I Side Member Typejj Steel V I Side Member Thickness Ji 1/4 in. V Side Member: Angle of;llt Load to Grain O Washer ThicknessJI 0 in. V Nominal Diameterjj 3/8 in. V Lengthll 3 in. V Time Effect Factor JI = 0.8 V Wet Service Factorjj C_M = 1.0 V End Grain Factorjj C_eg = 1.0 V Temperature Factorjj C_t = 1.0 V Connection Yield Modes Im 111623 lbs. ls 112490 lbs. II 11781 lbs. IIJm 11865 lbs. ills 11558 lbs. rv 11476 lbs. II Adjusted LRFD Capacity 11476 lbs. II • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted LRFD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NOS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in . thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 23 10:49, 16/08/2022 Connection Calculator Design Methodll Load & Resistance Factor Design (LRFD) V Connection Typell Withdrawal loading V Fastener Typell Lag Screw V Loading Scenario II N/ A V Main Member Typell Douglas Fir-Larch V Main Member Thicknessll 5.5 in. V Side Member Typell Steel V Side Member Thickness II 1/4 in. V Washer Thickness!! 0 in. V Nominal Diameterll 3/8 in. V Lengthll 3 in. V Time Effect FactorlJ = 0.8 V Wet Service Factor!! C_M = 1.0 V End Grain Factorll C_eg = 1.0 V Temperature Factorll C_t = 1.0 V Ii Adjusted LRFD Capacity 11939 lbs. ii • The Adjusted LRFD Capacity only applies to withdrawal of the fastener from the main member. It does .!lQ! address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 24 CORE STRUCTURE, INC. From tM Ground Up/ Structural Ent1lnHrln11 Otlsl11n hrv/c11s CONNECTION CHECK * Top connection: Use (4)-3/8110 x 311 length Lag screw w/ 5.5in Min. Blocking : . Maximum lateral and withdrawal load: Vu= 0.61 kips -> Demand per bolt= 610/4 = 153 lbs< Adjusted LRFD Capacity= 476 lbs Pu = 0.89 kips -> Demand per bolt = 890/4 = 223 lbs < Adjusted LRFD Capacity = 939 lbs => Connection is adequate against lateral and withdrawal loading. * Bottom connection: Use (4)-3/811 0 x 3" length Lag screw w/ 5.Sin Min. Blocking :. Maximum lateral and withdrawal load: Vu = 0.06 kips -> Demand per bolt= 60/4 = 15 lbs< Adjusted LRFD Capacity= 476 lbs Pu = 0.89 kips -> Demand per bolt = 890/4 = 223 lbs < Adjusted LRFD Capacity = 939 lbs => Connection is adequate against lateral and withdrawal loading. 25 C RE Company ProJect Job No. Plan : Core 5tructure, Inc. : TY5ON ROBINSON :22 125 2xG LEDGER WI (2) I 14' x3 '. EMBED. LAG 5CREW5@ IG"O.C. 2xG LEDGER WI (2) I /4" x3". EMBED. LAG SCREWS@ I G'O.C. EXSTING 2x GARAGE WALL FRAMING AWNING DETAIL 2'-G" Designed Checked Date Client (4) I Gd FACE NAILS @ OVERLAP (TYF'ICALJ ROOF SHEATHING : T.M. : P.P. : 08/ I G/2022 2x4 FRAMING (48' O.C. MAX. SPACING) wlSIMPSON 'HU' HANGER TO LEDGER INSTALL EAVE DRIP TRIM OVER ANODIZED BLACK METAL FACIA ,t; SOFFIT TRIM OVER UNDERLAYMENT 14:58, 16/08/2022 Connection Calculator I Main Member Typejl 0ouglas Ai -Lar(J) V I Main Member Thickness II 5,S In V Main Member: Angle oflli Load to Grain O I I Side Member Typejl O<klglas f1 -Lard! V I Side Member Thickness II 1.5 In V Side Member: Angle ?'lllo Load to Gram I Washer Thicknessll 1/8 In. V Nominal Diameter II 1/4 n. V Lengthll 3 kl. V Time Effect Factorll 0.8 .., Wet Service Factorll C_M -1.0 V End Grain Factor II C_t-9 = 1.0 .., Temperature Factor II C l -.0 V Connection Yield Modes Im 11915 lbs. ls 111126 lbs. II 11427 lbs. mm 11342 lbs. IIIs 11406 lbs. IV 11265 lbs. JI Adjusted LRFD Capacity 11265 lbs. II • Lag Screw bending yield strength of 70000 psi is assumed. • The Adjusted LR.FD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11 . While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 27 14:54, 16/08/2022 Connection Calculator Design Method ii t"I ( RFD) .., Connection Typell .., Fastener Typell .., Loading Scenarioll .., I Main Member Typell Douolas flr•L.artl .., Main Member Thicknessll S..S In .., Side Member Type il Douqlas Ar-Lard, .., Side Member Thickness ii 1.5 In y Washer Thickness II 1/8 In. y Nominal Diameteril t/4 in. y Lengthil 3 in y Time Effect Factorll -0.8 .., Wet Service Factorll C_M -1.0 y End Grain Factor ii C_ t,Q = 1 O y Temperature Factorll C_l 1.0 .., 11 Adjusted LRFD Capacity 11474 lbs. 11 • The Adjusted LRFD Capacity only applies to withdrawal of the fastener from the main member. It does not address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 28 CORE STRUCTURE, INC. From 1M Ground Up! ltruduro/ E1111lnHrl1111 Dtls/11n s.,,,/c,u CONNECTION CHECK I II~ ( * Top connection: Use (4)-1/4 11 0 x 311 length Lag screw w/ 5.Sin Min. Blocking : . Maximum lateral and withdrawal load: Vu = 0.61 kips -> Demand per bolt = 610/4 = 153 lbs < Adjusted LRFD Capacity= 265 lbs Pu = 0.89 kips -> Demand per bolt= 890/4 = 223 lbs< Adjusted LRFD Capacity= 474 lbs => Connection is adequate against lateral and withdrawal loading. * Bottom connection: Use (2)-1/411 0 x 3 11 length Lag screw w/ 5.Sin Min. Blocking :. Maximum lateral and withdrawal load: Vu = 0.06 kips -> Demand per bolt = 60/2 = 30 lbs < Adjusted LRFD Capacity = 265 lbs Pu = 0.89 kips -> Demand per bolt= 890/2 = 445 lbs< Adjusted LRFD Capacity =474 lbs => Connection is adequate against lateral and withdrawal loading. 29 14ft. CORE STRUCTURE, INC. From tlw Ground Up/ Structural E"lllnHrl"II Dtlslgn S.Wlc•s LATERAL CONSIDERATION DUE TO NEW BALCONY l'roper!,j L1"t 12.5ft. ~1,1ildi~'3 footprim-: 31,ft. Xe,~. • 3.1~S4. ft. 1'roperf\j footpri'1t: 45ft. X 12.5ft. s 5,~2554, ft, New false ~alto~~ footpri"t; 3ft. x10ft. s3054, ft. Lot 7 t t l'1>Vtd. 'Drlvtwi>~ f 4'x1' Wi,idow .t. 4X3 -q-Wi,idow PROPOSED PLAN (PER ARCH. SHEET 2) Determine new seismic demand: AT (balcony) = 10 ft x 3 ft AT (balcony) = 30 ft2 Considering DL = 15 psf: WT (balcony) = 15 psf x 30 ft2 WT (balcony) = 450# 2.1ft, Since seismic base shear, V = Cs*Wr, determine effects of addition based on ratio of new to existing total weights (Cs is constant): :. Ar (building) = 36 ft x 88 ft AT {building) = 3168 ft2 Considering DL = 15 psf: WT (building) = 15 psf x 3168 ft2 Wr (building) = 47520# :. W rnew / W Texist = 450# / 47520# W Tnew / W Texist = .0095 ---> Since seismic mass contribution of addition is less than 10% of existing (0 .9%); effects are negligible and existing lateral force resisting system is adequate to resisting newly imposed seismic forces. 30 ~ l'i>V<41!0W "° C,.,r\, &. .,,,,s,dewi>lk 14ft. CORE STRUCTURE, INC. From tM Ground Up/ Structural En,IIHHH'illll Desl11n S.,,,/c11s GRAVITY CONSIDERATION DUE TO NEW BALCONY 125ft. 1Bft. 'f"vod~w ""(Mr\,4, ..,,.5;i1ew,.11: \) ~1,1ilai1113 ~ ~ _, I foatprhrt: '31,ft. X B~. • 3,11,B~. ft, 1'ropert"i foo-t,>ri•-t: 45ft, X 125ft., S,G-2<;~. ft, New fi:dse ~~lco11y footpril!-t: 3 ft. X 1oft. '30~. ft, 125ft. PROPOSED PLAN (PER ARCH. SHEET 2) Determine new gravity load demand: Considering DL = 15 psf & LL = 60 psf: Wu (baclony) = [(1.2 x 15 psf) + (1.6 x 60 psf)] x 3.0 ft Wu (balcony) = 342 plf Considering existing rim board/beam takes 5 ft tributary load: Wu (rim beam) = [(1.2 x 15 psf) + (1.6 x 40 psf) x 5 ft Wu (rim beam)= 410 plf Lot 7 t f l' .. v,a "Drivew"~ t .2oft, Se-t "9atl: Ll•e ~ 21ft. ---> Since gravity load contribution of addition exceeds 5% of existing loading; see following sheets for where existing framing is evaluated (6x12 rim board/floor beam assumed). 31 Core Structure, Inc. Project Title: 144 Sequoia Avenue 23172 Plaza Pointe Drive Suite 145 Engineer: S.W. Project ID: 22125 Laguna Hills, CA 92653 949.954.7244 Project Descr: Balcony Addition Printed: 16 AUG 2022, 1 :45PM Wood Beam ::\Users\Shamiek\DROPB0-1\COREDR-1'4Jfojectslcore\2022122125\02·STR-1\03-ENG-1\01-MOD-11123.ec6 , Software c • ht ENERCALC, INC. 1983-2019, Build:12.19.11.30 . I.I t. I DESCRIPTION : Existing Floor Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7 -16 Fb + Fb - 1350 psi 1350 psi 925psi 625psi 170 psi 675 psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fe -Prll Fe• Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.045) L(0.18) D(0.075) L(0.2) 6x12 Span = 15.0 ft Ebend-xx 1600 ksi Eminbend -xx 580ksi Density 31.21 pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations . Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (Existing Floor Loads) Uniform Load : D = 0.0150, L = 0.060 ksf, Extent = 2.0 --» 12.0 ft, Tributary Width = 3.0 ft, (New Balcony Loads) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.978 1 6x12 1,319.74psi 1,350.00psi +D+L Maximum Shear Stress Ratio Section used for this span 7.445ft Span# 1 0.365 in Ratio = 0.000 in Ratio= 0.482 in Ratio = 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 492>=360 0 <360 373 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M ltJ DOnly Len!lth = 15.0 ft 0.263 0.114 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.23 319.62 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Len!lth = 15.0 ft 0,978 0.419 1.00 1.000 1.00 1.00 1.00 1.00 1.00 13.33 1,319.74 +D+O. 750L 1.000 1.00 1.00 1.00 1.00 1.00 Len!lth = 15.0 ft 0.634 0.272 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.81 1,069.71 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Len!lth = 15.0 fl 1 0.089 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.94 191.77 Overall Maximum Deflections Load Combination Span Max."-" Dell Location in Span Load Combination +D+L 1 0.4823 7,500 32 Design OK F'b V 0.00 0.00 1215.00 0.73 0,00 0,00 1350.00 3.01 0,00 0.00 1687.50 2.44 0.00 0.00 2160.00 0.44 Max."+" Dell 0.0000 0.419 : 1 6x12 71 .30 psi 170.00 psi +D+L 0.000ft Span# 1 Shear Values fv 0.00 F'v 0.00 17.38 153.00 0.00 0.00 71.30 170.00 0.00 0.00 57.82 212.50 0.00 0.00 10.43 272.00 Location in Span 0.000 Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 949.954.7244 Wood Beam 1.t I, I DESCRIPTION: Existing Floor Beam Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +O+L +O+0.750L +0.600 L Only Support 1 3.263 2.460 0.803 3.263 2.648 0.482 2.460 Project Title: 144 Sequoia Avenue Engineer: S.W. Project ID: 22125 Project Descr: Balcony Addition Printed· 16 AUG 2022. 1 :45PM ::\Users\Shamiek\DROPBO-l\COREDR-1\projectslcore\2022122125\02-STR-l\03-ENG-1\0l-MOD-1\123.ec6 . Support notation: Far left is #1 Support 2 3.113 2.340 0.773 3.113 2.528 0.464 2.340 33 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . Values in KIPS Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 949.954. 7244 Project Title: 144 Sequoia Avenue Engineer: S.W. Project ID: 22125 Project Descr: Balcony Addition Printed: 16 AUG 2022. 1 :03PM ::1Users\Shamiek\DROPB0-1\COREDR-1\projects\core\2022122125'il2-STR-1'4JHNG-1'4:l1-MOD-11123.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . DESCRIPTION: Existing Triple Header CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7 -05 Fb + Fb - 875 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing l : Douglas Fir-Larch : No.2 Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D(0.0375) Lr(0.05) D 0.051 D(0.01995t Lr(0.0266) 3-2x12 Span= 10.0 ft 875 psi Ebend-xx 1300ksi 600psi Eminbend -xx 470ksi 625psi 170 psi 425psi Density 31 .21 pcf l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Existing Roof Loads) Uniform Load : D = O.D170 ksf, Tributary Width = 3.0 ft, (Exterior Wall Load) Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width = 2.50 fl, (Eyebrow Roof Loads) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.283 1 3-2x12 309.76psi 1,093.75psi +D+Lr+H 5.000ft Span# 1 0.025 in 0.000 in 0.064 in 0.000 in Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Ratio = 4804 >=360 Ratio= 0 <360 Ratio= 1877>=180 Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M fb DOnly Len!lth = 10.0 ft 0.240 0.095 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.49 188.72 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Len!lth = 10.0 ft 0.216 0.085 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1 .49 188.72 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Len!llh = 10.0 ft 0.283 0.112 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.45 309.76 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Len!llh = 10.0 ft 0.188 0.074 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.49 188.72 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Len!lth = 10.0 ft 0.256 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.21 279.50 +D+O. 750L +0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 34 F'b 0.00 787.50 0.00 875.00 0.00 1093.75 0.00 1006.25 0.00 1093.75 0.00 Design OK V 0.00 0.49 0.00 0.49 0.00 0.80 0.00 0.49 0.00 0.72 0.00 0.112 : 1 3-2x12 23.74 psi 212.50 psi +D+Lr+H 0.000ft Span# 1 Shear Values fv 0.00 F'v 0.00 14.46 153.00 0.00 0.00 14.46 170.00 0.00 0.00 23.74 212.50 0.00 0.00 14.46 195.50 0.00 0.00 21.42 212.50 0.00 0.00 Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 949.954.7244 Wood Beam 1.1 1. I DESCRIPTION: Existing Triple Header Load Combination Segment Length Max Stress Ratios Length = 10.0 ft +D+W+H Length = 10.0 ft +D+0.70E+H Span# Length = 10.0 ft +D+0.750Lr+0.750L+0.750W+H Length = 10.0 ft 1 +D+O. 750L +0. 750S+O. 750W +H Length = 10.0 ft 1 +D+0.750l r+O. 750l +0.5250E +H Length = 10.0 ft 1 +D+O. 750l +0. 750S+0.5250E +H Len9th = 10.0 ft 1 +0.60D+W+H Length = 10.0 ft +0.60D+0.70E +H M V 0.188 0.074 0.135 0.053 0.135 0.053 0.200 0.079 0.135 0.053 0.200 0.079 0.135 0.053 0.081 0.032 length = 10.0 ft 1 0.081 0.032 Overall Maximum Deflections Load Combination +D+Lr+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+W+H +D+0.70E+H +D+O. 750lr+O. 750l +0. 750W +H +D+O. 750l +0. 750S+O. 750W +H +D+O. 750Lr+O. 750l +0.5250E +H +D+O. 750L +0. 750S+0.5250E +H +0.60D+W+H +0.60D+0.70E+H D Only Lr Only LOnly SOnly WOnly E Only H Only Span Project Title: 144 Sequoia Avenue Engineer: S.W. Project ID: 22125 Project Descr: Balcony Addition Printed: 16 AUG 2022, 1:03PM ::\Users\Shamiek\DROPBO-1\COREDR-llprojects\core\2022122125\02-STR-1\03-ENG-1\01-MOD-11123.ec6 . Cd CFN Ci Cr Cm Ct Ct 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1 .60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Max."." Deft Location in Span load Combination 0.0639 5.036 Support notation: Far left is #1 Support 1 0.980 0.383 0.597 0.597 0.980 0.597 0.884 0.597 0,597 0.597 0.884 0.597 0.884 0.597 0.358 0.358 0.597 0.383 Support 2 0.980 0.383 0.597 0.597 0.980 0.597 0.884 0.597 0.597 0.597 0.884 0.597 0.884 0.597 0.358 0.358 0.597 0.383 35 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . Moment Values Shear Values M lb F'b V fv F'v 1.49 188.72 1006.25 0.49 14.46 195.50 0.00 0.00 0.00 0.00 1.49 188.72 1400.00 0.49 14.46 272.00 0.00 0.00 0.00 0.00 1.49 188.72 1400.00 0.49 14.46 272.00 0.00 0,00 0.00 0.00 2.21 279,50 1400.00 0.72 21.42 272.00 0.00 0.00 0.00 0.00 1.49 188.72 1400.00 0.49 14.46 272.00 0.00 0.00 0.00 0.00 2.21 279.50 1400.00 0.72 21 .42 272.00 0.00 0.00 0.00 0.00 1.49 188.72 1400.00 0.49 14.46 272.00 0.00 0.00 0.00 0.00 0.90 113.23 1400.00 0.29 8.68 272.00 0.00 0.00 0.00 0.00 0.90 113.23 1400.00 0.29 8.68 272.00 Max. "+" Dell Location in Span 0.0000 0.000 Values in Kl PS C RE ::0 m 0 0 :;c, C 0 0 ~ C RE CHy of CarblJJd OCT 2 8 2022 BUILDING DIVISION Company ProJect Jot, No. Plan : Core Structure, Inc. : 'IY5ON ROBINSON :22125 SHEET: SITE MEMO JOB NO.: 22125 -144 SEQUOIA AVENUE DATE: 10/26/2022 CLIENT: CBR2022-2328 De!>!<3nea Checke<i Date Ghent : T.M. : P.P. : 081 I I /2022 VERIFIED FIELD CONDITIONS AS OF I 0/25/2022 & EXISTING CONDITIONS PRIOR TO I 0/25/200 BY: J. ROBINSON ALUMINUM !'05T Pel'. MANUMCTURfR (MIN. 2·3/0" • 2.31e,• 6061 Ti; IN mu OI' MFTRSPfC) G, OI.OC.:JNG ""'11/4'• 5 l/2'505 SCR!W TO 5TlJOS, 51Ul. l'LA~ wl IG) 31e,• 0 • s· fMOl'OMeNT lAG SCRfWW/5.~IN MIN, DLOCI\JNG 5 fffl ,_WNING l'fR MANUr...CTURfR" l:XISTING G.12 !lfAM (V.l.f,) ,_DD P. . tlU.'G .;(3)1 Gd IF EXISTING WIDTH 15 lL5S '[~"" 5 112· PROVIDf b><G rAAMING w,S!Mf'SON e...C'1 5IDf AT l>n: OF /-"35 TOP t 00~ M:CMORAGe □ MINAJS2J<u / NEW ◄•b ---SIMPSON CUP FIR POSTS ~~Z;~~-· 52on ZX6 NIICHOREO TO --NEW 4,6 POST WITH ZEA l·I/Zin Sl'IIUCTUAAI. SCREWS SP .... CEO 0 MIN 2 .. in oc 2'><♦ V,/,\1.l_ MIN.AJS 2J<6 ----SIMPSON CLIP I l/2n CONCRCTE OVER!,{&o SIJtlfl OOli 2,10 ~LOOR JOISTS&, RIM FIELD VERIFIED X-SECTION EXITING X·SECTION ..... ~ )!) ,It 1,-. I.!~ :tYl't'!'.'10 ,, '.57 Ir.:/ Z !I M-ftJ » ,,c,o s 73 l),\,O".,I" ,., f:I• 7 2.) lift M.ft9_" " OOJ 001 OJI •• -~ wrt,n,t,a, ~oc m IAMeC!l.1 wttti '1tl. oa.rnrJrt or D'o,t. ('A~lil K, r.MN:Jf' ,, :.orttu '""'"" txCIM r.c)l(.,..,,,:v."°'1 .fl-""-',IUN.N BALCONY CONNECTION DETAIL • NOT'f: ~.4ef'.<!lfll. Sf'fCIFICAflONS TO Of PROVID!:0 PER M".NUr...OURER. De51GN HA5 OC:N !lA5l:D ON THC FOUOWING MINIMUM VAlUfS (REnR TO •pRJ!rAelOCATCO 6'.LCONY Df5IGN" I C"'LCUL"'TION P1'0.l>l:;f. roR "MAR.<." DeSJ~TIONSJ: DESIGN CRITERIA PROJECT DESIGN CRITERIA GEOTECHNICAL PARAMETERS GEOTECHNICAL ENGINIEER ASSUMED -CODE MINIMUMS REPORT NUMBER N/A DATE N/A ALLOWAB LE SOIL BEARING PRESSURE 1500 PSF COEFFICIENT OF FRICTION - SEISMIC DESIGN PARAMETERS SEISMIC DESIGN CATEGORY D SEISMIC IMPORTANCE FACTOR, IE 1.0 SITE CLASS D-DEFAULT SHORT PERIOD SPECTRAL ACCELERATION, S s I. 102 I ST PERIOD SPECTRAL ACCELERATION , S 1 0.397 SHORT PERIOD ACCELERATION PARAMETER, SDs 0.882 I SECOND ACCELERATION PARAMETER, SD 1 0.722 RESPONSE MODIFICATION FACTOR, R G.5 SEISMIC RESPONSE COEFFIECIENT, Cs 0.14 REDUNDANCY FACTOR, p N/A LATERAL FORCE RESISTING SYSTEM EXISTING PLYWOOD SHEAR. WALL ANALYSIS PROCEDURE EQUIVALENT LATER.AL FOR.CE PROCEDURE WIND DESIGN PARAMETERS BASIC DESIGN WIND SPEED 9G MPH EXPOSURE C WIND IMPORTANCE FACTOR, lw 1.0 ANALYSIS PROCEDURE ENCLOSED SYSTEM/ANALYflCAL ALL HEIGHT DESIGN METHODOLOGY VERT ICAL (GRAVITY) DESIGN PARAMETERS: (PSF) Dead Roof live Snow Live Balcony Load 15 GO Eyebrow Load 5 20