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HomeMy WebLinkAbout1820 OAK AVE; ; CBR2022-3033; PermitBuilding Permit Finaled Residential Permit Print Date: 07/03/2025 Job Address: Permit Type: Parcel #: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 1820 OAK AVE, CARLSBAD, CA 92008-1103 BLDG-Residential Work Class: 1562203100 Track#: $151,086.14 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check #: Description: WELLONG: 210 SF ADDITION // 1856 SF REMODEL Applicant: Property Owner: Addition ARLEN ROPER INC ARLEN ROPER CO-OWNERS WELLONG HEATHER AND GREG 1820 OAK AVE 1443 PANORAMA RIDGE RD OCEANSIDE, CA 92056-2202 (760) 522-3997 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK CARLSBAD, CA 92008-1103 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION REMODEL-RESIDENTIAL-OTHER SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (S MIP) SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -Medium Total Fees: $4,326.31 Total Payments To Date: $4,326.31 Permit No: Status: (cityof Carlsbad CBR2022-3033 Closed -Finaled Applied: 08/22/2022 Issued: 06/16/2023 Finaled Close Out: 07/03/2025 Final Inspection: 06/03/2025 INSPECTOR: Alvarado, Tony Balance Due: Renfro, Chris AMOUNT $755.30 $612.33 $194.00 $98.00 $175.00 $942.04 $7.00 $1,162.00 $19.64 $292.00 $69.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereaher collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with t he City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest t he specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov { City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check Cf"'re .. :a0 J.~ -30 3 3 Est. Value Z,O:::, K.. PC Deposit Date Job Address 1820 Oak Ave Unit: APN: 156-220-31-00 -----· CT /Project #: __________________ Lot #: ____ Year Built: _19_9_1 _______ _ BRIEF DESCRIPTION OF WORK: Bedroom addition on front of house. Plus entire main living floor being remodeled with open concept, new kitchen, new windows, etc. 0 New SF: Living SF,210 Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? OY ON New Fireplace? O YON, if yes how many? ___ _ 0 Remodel:_1_8_5_6 ___ SF of affected area Is the area a conversion or change of use? O YO N □ Pool/Spa:. ____ SF Additional Gas or Electrical Features? ____________ _ □Solar: ___ KW,. ___ Modules, Mounted:0RoofQGround, Tilt: 0Y0 N, RMA: CY ON, Battery:OYC N, Panel Upgrade: CY ON Electric Meter number: ___________ _ Other: APPLICANT (PRIMARY CONTACT) Name: ARLEN ROPER PROPERTY OWNER Name: HEATHER & GREG WELLONG Address: 1443 PANORAMA RIDGE RD Address: 1820 OAK AVE City: OCEANSIDE State: CA Zip: 92056 City: CARLSBAD State: CA Zip:_9_2_0_08 __ _ Phone: 760 522 3997 Phone: 858 668 8465 Email: ARLENROPER@GMAIL.COM Email: WELLONG54@YAHOO.COM DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: SAME AS APPLICANT Business Name: TBD -----------------Address: _________________ -Address:. _________________ _ City:. ________ State: ___ Zip:. ____ _ City:. _______ State:. ___ Zip: ______ _ Phone:. _________________ _ Phone: __________________ _ Email: _________________ _ Email: __________________ _ Architect State License: _N_IA _________ _ CSLB License #: _______ Class:. ______ _ Carlsbad Business License# (Required): _______ _ APPLICANT CERTIFICATION: I certify that I hove read the application and state that the ob ve information is correct and that the information of the plans is accurate. I agree to comply with all City ordinances and State lows relating to building construction. NAME {PRINT): ARLEN ROPER 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Bulld,ng@carlsbadca gov REV. 04/22 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN cHEcK NUMBER: CB~'2o2'2 .. 1o3 3 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 lffiER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penal tyof perjury that I am licensed under provisions of Chapter9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I alsoaf firm under penalty of 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. Policy No .. __________________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: ------------------------• Policy No. ____________________________ Expiration Date: _________________ 1 -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and 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): _________ SIGNATURE: _________ DATE: _____ _ Note: If the person signing above Is an authorized agent for the contractor rovlde a letter of authorization on contractor letterhead. -OR- (OPTION B): OWNER-BUILDER DECLARATION: I h,feby affirm that I am exempt from Contractor's License Law for the following reason: [Q',, 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- DI, 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./ understand that a copy of the applfcable law, Section 7044 of the Business and Profess/ans Code, Is available upon request when this application Is submitted or at the following Web site: http:Ilwww./eginfo.ca.gavl 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 bee 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•istence a e time of their construction, unless otherwise noted. NAME (PRINT): DATE: 4a I Jul Jo.,2.3 r ' Note: If the erson sl nln owner. Email: Bullding@carlsbadca.gov 2 REV. 04/22 { City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov I. II. Ill. IV. V. 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: Site Address _..:..,,,,1B,....;l.--=0_0=-=-c ...:....:,l.___,___,,4~\lt......, _l=-..::....:.c.f':.._l ........ s b=,a"-"c.::..L\ _C=--=-A __ q.....:....l-=o'--o_.,8,L_ __ 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 per/ctivities. -V--1 understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- -Builder" building permit that erroneously 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 homeowners insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of thej{mits of my insurance coverage for injuries to workers on my property. _✓ __ I understand building permits are not required to be signed by property owners unless they are responsible for ;tie construction and are not hiring a licensed contractor to assume this responsibility. _✓ __ I 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 having the permit filed in his or tfr name instead of my own. _J __ I understand contractors are required by law to be licensed and bonded in California and to list their license nuryt>ers on permits and contracts. _V __ I understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total 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. VII. VIII. IX. X. XI. XII. /, understand 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 laf'ay subject me to serious financial risk. __ I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of thlork is performed under contract with a licensed general building contractor. I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent cozuction defects in the workmanship or materials. I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, 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 the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information abof licensed contractors. ..J.!__1 am 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: I fl o __ I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by arapplicable laws and requirements that govern Owner-Builders as well as employers. _✓ __ I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information 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 of perjury that I hove read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I om aware that I hove the option to consult with legal counsel prior to signing this form, and I hove either (1) consulted with legal counsel prior to signing this form or (2) hove waived this right in signing this form without the advice of legal counsel. fd!!1(1'uJ-J Propert Date 2 REV. 08/20 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Owner: CO-OWNERS WELLONG HEATHER AND GREG Work Class: Addition Issue Date: 06/16/2023 Subdivision: PARCEL MAP NO 14044 Status: Closed -Finaled Expiration Date: 06/03/2025 Address: 1820 OAK AVE IVR Number: 42805 CARLSBAD, CA 92008-1103 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Thursday, July 3, 2025 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio Status COMMENTS All phases of construction completed. Existing sliders in kitchen and living room areas kept the same, did not widen as drawn in plans TEXT GREG 858 668-8465 Passed Yes Yes Yes Yes Yes Created Date 06/02/2025 Page 16 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Work Class: Addition Issue Date: 06/16/2023 Status: Scheduled Date Closed -Finaled Expiration Date: 06/03/2025 IVR Number: 42805 Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Inspection Status Owner: CO-OWNERS WELLONG HEATHER AND GREG Subdivision: PARCEL MAP NO 14044 Address: 1820 OAK AVE CARLSBAD, CA 92008-1 103 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 12/05/2024 12/05/2024 BLDG-17 Interior Lath/Drywall 270047-2024 Partial Pass Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLOG-Building Deficiency Partial pass drywall in kitchen area Yes 06/03/2025 06/03/2025 BLDG-Final Inspection 286626-2025 Passed Chris Renfro Complete Thursday, July 3, 2025 Page 15 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Work Class: Addition Issue Date: 06/16/2023 Status: Closed -Finaled Expiration Date: 06/03/2025 IVR Number: 42805 Scheduled Actual Inspection Type Inspection No. Inspection Date Start Date Status Checklist Item COMMENTS Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? 11/18/2024 11/18/2024 BLDG-16 Insulation 268277 -2024 Passed Checklist Item COMMENTS Owner: CO-OWNERS WELLONG HEATHER AND GREG Subdivision: PARCEL MAP NO 14044 Address: 1820 OAK AVE CARLSBAD, CA 92008-1103 Primary Inspector Re inspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Tony Alvarado Complete Passed BLDG-Building Deficiency November 18, 2024: thermal insulation verified -approved. Yes BLDG-SW-Inspection 268437-2024 Passed Tony Alvarado Complete Thursday, July 3, 2025 Page 14 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Owner: CO-OWNERS WELLONG HEATHER AND GREG Work Class: Addition Issue Date: 06/16/2023 Subdivision: PARCEL MAP NO 14044 Status: Closed -Finaled Expiration Date: 06/03/2025 Address: 1820 OAK AVE IVR Number: 42805 CARLSBAD, CA 92008-1103 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status BLDG-23 268031-2024 Passed Tony Alvarado Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 268032-2024 Passed Tony Alvarado Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 268275-2024 Passed Tony Alvarado Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-SW-Inspection 268276-2024 Partial Pass Tony Alvarado Reinspection Incomplete Thursday, July 3, 2025 Page 13 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Work Class: Addition Issue Date: 06/16/2023 Status: Scheduled Date 11/15/2024 Closed -Finaled Expiration Date: 06/03/2025 IVR Number: 42805 Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS 11/15/2024 BLDG-13 Shear Panels/HD (ok to wrap) 268034-2024 Checklist Item COMMENTS BLDG-Building Deficiency BLDG-21 Underground/Underflo or Plumbing 268033-2024 Checklist Item COMMENTS BLDG-Building Deficiency Inspection Status Passed Passed Thursday, July 3, 2025 Owner: CO-OWNERS WELLONG HEATHER AND GREG Subdivision: PARCEL MAP NO 14044 Address: 1820 OAK AVE CARLSBAD, CA 92008-1103 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Tony Alvarado Complete Passed Yes Tony Alvarado Complete Passed Yes Page 12 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033} Permit Type: BLDG-Residential Application Date: 08/22/2022 Owner: CO-OWNERS WELLONG HEATHER AND GREG Work Class: Addition Issue Date: 06/16/2023 Subdivision: PARCEL MAP NO 14044 Status: Closed -Finaled Expiration Date: 06/03/2025 Address: 1820 OAK AVE IVR Number: 42805 CARLSBAD, CA 92008-1 103 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Date Start Date Status 10/04/2024 10/04/2024 BLDG-11 263075-2024 Passed Tony Alvarado Thursday, July 3, 2025 Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS October 4, 2024: 1. Third car, garage location, titan retrofit anchor bolts, and additional seismic retrofit holddowns, per engineered plans and detail specifications and special inspectors report-OK. TEXT 858-668-8465 Greg BLDG-12 Steel/Bond Beam 263292-2024 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS October 4, 2024: 1. Third car, garage location, titan retrofit anchor bolts, and additional seismic retrofit holddowns, per engineered plans and detail specifications and special inspectors report-OK. BLDG-SW-Inspection 263293-2024 Partial Pass Tony Alvarado Reinspection Inspection Passed Yes Created Date 06/26/2023 Passed Yes Complete Complete Reinspection Incomplete Page 11 of16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Owner: CO-OWNERS WELLONG HEATHER AND GREG Work Class: Addition Issue Date: 06/16/2023 Subdivision: PARCEL MAP NO 14044 Address: 1820 OAK AVE Status: Closed -Finaled Expiration Date: 06/03/2025 IVR Number: 42805 CARLSBAD, CA 92008-1103 Scheduled Date 06/10/2024 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS 06/10/2024 BLDG-Final Inspection Checklist Item 251182-2024 COMMENTS Partial Pass Chris Renfro BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Partial pass on front master bath/bedroom addition only. Other phases and scope of permit pending. Thursday, July 3, 2025 Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Relnspection Incomplete Passed No Yes Yes Yes Yes Page 10 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Owner: CO-OWNERS WELLONG HEATHER AND GREG Work Class: Addition Issue Date: 06/16/2023 Subdivision: PARCEL MAP NO 14044 Status: Closed -Finaled Expiration Date: 06/03/2025 Address: 1820 OAK AVE IVR Number: 42805 CARLSBAD, CA 92008-1103 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 12/13/2023 12/13/2023 BLDG-17 Interior 233357-2023 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Interior drywall/gypsum board throughout (typical) remodel/ addition scope of work - OK. Yes 12/14/2023 12/14/2023 BLDG-27 Shower PanfTubs Checklist Item 233582-2023 COMMENTS BLDG-Building Deficiency BLDG-SW-Inspection 233808-2023 Thursday, July 3, 2025 Passed Tony Alvarado Complete Passed Yes Partial Pass Tony Alvarado Reinspection Incomplete Page 9 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Owner: CO-OWNERS WELLONG HEATHER AND GREG Work Class: Addition Issue Date: 06/16/2023 Subdivision: PARCEL MAP NO 14044 Address: 1820 OAK AVE Status: Closed -Finaled Expiration Date: 06/03/2025 IVR Number: 42805 CARLSBAD, CA 92008-1103 Scheduled Date 12/05/2023 12/11/2023 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are BMPs stockpiled for emergency deployment? COMMENTS 12/05/2023 BLDG-16 Insulation Checklist Item 232353-2023 COMMENTS Partial Pass Tony Alvarado BLDG-Building Deficiency Insulation located at all vertical loadbearing perimeter walls partial pass. Pending ceiling lid, rafter insulation -not ready. 12/11/2023 BLDG-16 Insulation Checklist Item 233189-2023 COMMENTS Passed Tony Alvarado BLDG-Building Deficiency Insulation located at all vertical loadbearing perimeter walls partial pass. Pending ceiling lid, rafter insulation -not ready. Thursday, July 3, 2025 Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Reinspection Incomplete Passed Yes Complete Passed Yes Page 8 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Owner: CO-OWNERS WELLONG HEATHER AND GREG Work Class: Addition Issue Date: 06/16/2023 Subdivision: PARCEL MAP NO 14044 Status: Scheduled Date Closed -Finaled Expiration Date: 06/03/2025 Address: 1820 OAK AVE IVR Number: 42805 CARLSBAD, CA 92008-1 103 Actual Inspection Type Start Date BLDG-22 Sewer/Water Service Checklist Item Inspection No. Inspection Primary Inspector Status 232021-2023 Partial Pass Tony Alvarado COMMENTS BLDG-Building Deficiency Location, phase-1 remodel, per approved plans, sewer, plumbing line with cleanout under test, scope of work -OK. BLDG-24 Rough/Topout 232018-2023 Partial Pass Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS Rough top out plumbing under test, for master suite remodel/addition scope of work for plan -OK. BLDG-34 Rough Electrical 232019-2023 Partial Pass Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS Location, phase-1 remodel, per approved plans, rough electrical, scope of work -OK. BLDG-43 Air Cond./Furnace Set 232020-2023 Partial Pass Tony Alvarado Checklist Item COMMENTS BLDG-Building Deficiency Rough, mechanical scope of work -pass. BLDG-SW-Inspection 232167-2023 Passed Tony Alvarado Reinspection Inspection Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Reinspection Complete Passed Yes Complete Thursday, July 3, 2025 Page 7 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Owner: CO-OWNERS WELLONG HEATHER AND GREG Work Class: Addition Issue Date: 06/16/2023 Subdivision: PARCEL MAP NO 14044 Status: Closed -Finaled Expiration Date: 06/03/2025 Address: 1820 OAK AVE IVR Number: 42805 CARLSBAD, CA 92008-1 103 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 11/06/2023 11/06/2023 BLDG-18 Exterior 229537-2023 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 229673-2023 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3: 1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are BMPs stockpiled for Yes emergency deployment? 12/01/2023 12/01/2023 BLDG-21 232022-2023 Partial Pass Tony Alvarado Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Location, phase-1 remodel, per approved, Yes plans, underground floor, plumbing under test-OK. Thursday, July 3, 2025 Page 6 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Work Class: Addition Issue Date: 06/16/2023 Status: Closed -Finaled Expiration Date: 06/03/2025 Scheduled Date IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Are storm drain inlets protected and maintained? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Are spill kits provided onsite? Are washout areas maintained and protected? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Is the SWPPP wall map up to date and accurate? Was the SWPPP or Erosion Control Plan reviewed? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Thursday, July 3, 2025 42805 Inspection Status Owner: CO-OWNERS WELLONG HEATHER AND GREG Subdivision: PARCEL MAP NO 14044 Address: 1820 OAK AVE CARLSBAD, CA 92008-1103 Primary Inspector Reinspection Inspection Passed No No No No No No No No No No No No No No No No No No No No No No No No No Page 5 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Owner: CO-OWNERS WELLONG HEATHER AND GREG Work Class: Addition Issue Date: 06/16/2023 Subdivision: PARCEL MAP NO 14044 Status: Closed -Finaled Expiration Date: 06/03/2025 Address: 1820 OAK AVE IVR Number: 42805 CARLSBAD, CA 92008-1103 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Thursday, July 3, 2025 Page 4 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Work Class: Addition Issue Date: 06/16/2023 Status: Closed -Finaled Expiration Date: 06/03/2025 IVR Number: Scheduled Actual Inspection Type Inspection No. Date Start Date 10/19/2023 10/19/2023 BLDG-15 Roof/ReRoof 227553-2023 11/03/2023 (Patio) Checklist Item COMMENTS BLDG-Building Deficiency 11/03/2023 BLDG-13 Shear Panels/HD (ok to wrap) 229319-2023 Checklist Item COMMENTS BLDG-Building Deficiency BLDG-SW-Inspection Checklist Item 229493-2023 COMMENTS Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are BMPs stockpiled for emergency deployment? Thursday, July 3, 2025 42805 Inspection Status Passed Passed Passed Owner: CO-OWNERS WELLONG HEATHER AND GREG Subdivision: PARCEL MAP NO 14044 Address: 1820 OAK AVE CARLSBAD, CA 92008-1103 Primary Inspector Reinspection Inspection Chris Renfro Complete Passed Yes Tony Alvarado Complete Passed Yes Tony Alvarado Complete Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 3 of 16 PERMIT INSPECTION HISTORY for (CBR2022-3033) Permit Type: Work Class: Status: Scheduled Date BLDG-Residential Application Date: Addition Issue Date: Closed -Finaled Expiration Date: IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Are storm drain inlets protected and maintained? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Are spill kits provided onsite? Are washout areas maintained and protected? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Is the SWPPP wall map up to date and accurate? Was the SWPPP or Erosion Control Plan reviewed? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Thursday, July 3, 2025 08/22/2022 06/16/2023 06/03/2025 42805 Inspection Status Owner: CO-OWNERS WELLONG HEATHER AND GREG Subdivision: PARCEL MAP NO 14044 Address: 1820 OAK AVE CARLSBAD, CA 92008-1103 Primary Inspector Reinspection Inspection Passed No No No No No No No No No No No No No No No No No No No No No No No No No Page 2 of 16 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for {CBR2022-3033) Permit Type: BLDG-Residential Application Date: 08/22/2022 Owner: CO-OWNERS WELLONG HEATHER AND GREG Work Class: Addition Issue Date: 06/16/2023 Subdivision: PARCEL MAP NO 14044 Status: Closed -Finaled Expiration Date: 06/03/2025 Address: 1820 OAK AVE IVR Number: 42805 CARLSBAD, CA 92008-1103 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 06/27/2023 06/27/2023 BLDG-11 215478-2023 Partial Pass Chris Renfro Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS Partial pass foundation for room addition and deck on front entry area. Ok to pour TEXT 858-668-8465 Greg 07/21/2023 07/21/2023 BLDG-14 218200-2023 Partial Pass Chris Renfro Thursday, July 3, 2025 Frame/Steel/Bolting/We lding (Decks) Checklist Item BLDG-Building Deficiency COMMENTS Partial pass front room addition, subfloor only. OK to sheet BLDG-SW-Inspection 218272-2023 Cancelled Chris Renfro Re inspection Incomplete Passed Yes Created Date 06/26/2023 Reinspection Incomplete Passed Yes Re Inspection Incomplete Page 1 of 16 Transmittal Letter September 8, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Addition & Remodel Address: 1820 Oak Ave, Carlsbad CA Applicant Name: Arlen Roper Applicant Email: arlenroper@gmail.com True North COMPLIANCE SE:RVICES FffiST REVIEW City Permit No: CBR2022-3033 True North No.: 22-018-212 True North Compliance Services, Inc. has completed the review of the fo llowing documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: Electronic copy dated June 8, 2022, by Arlen Roper, Inc. 2. Structural Calculations: Electronic copy dated July 13, 2022, by Soli d Forms Engineering. 3. Energy Document: Electronic copy dated June 17, 2022, by Diane P. Mendoza. 4. Other Documents: Electronic copy of Truss Calculations and Climate Action Plan. 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: Notes: NIA Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Kylie Gonsalves, PE -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562. 733.8030 Addition & Remodel 1820 Oak Ave September 8, 2022 RESUBMJTT AL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FffiST REVIEW City Perm it No.: CBR2022-3033 Trne North No.: 22-018-212 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, Plwnbing, 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 yow-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. Yow-complete and clear responses will expedite the re-check. D. Please be sw-e to include the architect and engineer's stamp and signatw-e on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536. l and CBPC 6735. 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 NIA V-B No 2 2066 sq. ft. ARCIIlTECTURAL COMMENTS: A I. Sheet A I: Address the following comments: a) Under Project Data, revise the type of construction to V-B or V-A. See Section 601 of the CBC. b) Include all 3 T24 sheets in the Sheet Index. (Tl, T2 and T3) c) List the name and contact information of the Engineer of Record on the Title Sheet. A2. Sheet A2.2: Address the following comments: a) Specify the sliding glass doors to be safety glazed. (CRC R308.4) Addition & Remodel 1820 Oak Ave September 8, 2022 City of Carlsbad-Fffi.ST REVIEW City Permit No.: CBR2022-3033 True North No.: 22-018-212 Page 3 b) Specify the garage door to be self-latching in addition to self-closing. (CRC R302.5) c) At the new infill, specify the new wall between the garage and dwelling to have ½" gypsum board on the garage side. (CRC Table R302.6) d) Specify the sill height of the new ½ round o/ 5050 XO windows adjacent to the fireplace. Per Elevations, it appears the sills are less than 24" above the finished floor. Provide window fall protection in accordance with CRC R312.2. e) Provide additional information for the new guards. The spacing of the openings at the guards to be such that a sphere, 4 inch in diameter shall not pass through. CRC R312. l.3. t) 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 A3. Provide a Rear (Northeast) and Left Side (Northwest) Elevation showing the modifications. A4. On the plan, provide a crawlspace ventilation calculation to verify that the vents provided is not less than 1 square feet for each 150 square feet of area to be ventilated. (CRC R408) Show vent size, number and spacing/location on plans. AS. Specify the location of the crawlspace access. The minimum size of the crawl space access is 18"x24". Access shall be provided throughout the under-floor space. (CRC R408.4) MECHANICAL COMMENTS: No comments. ELECTRICAL COMMENTS: El. Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. E2. Sheet El: Wall spaces along the kitchen countertop shall be provided with receptacles such that no point along the wall line is more than 24 inches, measured horizontally, from a receptacle outlet in that space. (CEC 210.52(C)(l )) PLUMBING COMMENTS: No comments. GREEN BUILDING COMMENTS: G 1. Complete the Waste Management Plan form in the link below. This form must be completed and provided to the Building Department prior to permit issuance. This item will remain as a condition of approval. https://www .carlsbadca.gov/home/showpublisheddocument/6709/63 7889967744219164 G2. Revise the Climate Action Plan to use the applicable valuation of $200,000: a) Page 3: Revise to highlight Residential -Additions and alterations -BVP ~ $60,000, therefore Sections lA and 4A apply. b) Page 3 Section IA: Revise to use the Single-Family Requirements column and 1978 and later row. Select either lighting package or water heating package. Addition & Remodel 1820 Oak Ave September 8, 2022 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2022-3033 True North No.: 22-018-212 Page4 c) Show on plans all required upgrades to comply with either the lighting package or water heating package. See Carlsbad Municipal Code 18.30.190 for requirements. d) Page 6: Check the box for 4A and indicate the exception for the existing EV charger in garage in this Section. ENERGY COMPLIANCE COMMENTS: No comments. STRUCTURAL COMMENTS: General: S 1. The Floor Plan indicates to reconstruct the deck outside the front door adjacent to the addition. Show the existing and new deck framing on the plans and provide calculations as necessary. Plans: S2. Per Existing Elevations, the roof framing over the existing front room is not a gable end truss. Revise the Roof Framing Plan and Detail 33/S7 to coordinate with the existing condition. S3. Sheet S4: Revise the size of header RH-3 on the Roof Framing Plan to coordinate with the calculations. S4. Per Elevations, the foundation around the addition is steeply sloped. Modify the details to coordinate with the actual condition. S5. Per Proposed Floor Plan, a new open guardrail is proposed at the stairway opening. a) Provide a detail of the new guardrail and connection to existing framing and cross reference with the plans. b) Provide calculations for the guardrail connection. The guards shall be capable of resisting a 200- pound load at the top. (CRC R312) Structural Calculations: S6. Truss Calculations: Provide details of the jack trusses in the Truss Calculation Packet. If you have any questions regarding the above comments, please contact Kylie Gonsalves via email kylieg@tncservices.com or telephone (562) 733-8030. [END] solidforms 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com STRUCTURAL CALCULATIONS Wellong Residence ·1820 Oak Ave., Carlsbad, CA 92008 7-13-2022 : Project# 22-209 Table of Contents Design Criteria & Loads .......... .. Gravity A nalysis & Design ...... .. Lat eral Analysis & Design ....... .. Foundation Analysis & Design CBR2022-3033 1820 OAK AVE > 1--0 Vvt:LLONG: 210 SF ADDITION // 1856 SF REMODEL 1562203100 8/22/2022 CBR2022-3033 Design Criteria Building Code: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Bolting: Welding: Wood: Soil: Desig_n Loads Load 1 DL Concrete Tile Roof Plywood Joists Insulation Drywall Electrical/Mech./Misc. Other Total DL LL Residential Roof Total Load Load 3 DL Tile & Mortar Plywood Joists Insulation Drywall Elec./Mech./Misc. Other Total DL LL Residential Deck Total Load so lidforms engin eerin g 2018 IBC/2019 CBC -ASCE / SEI 7-16 AC! 318-14 [fc = 2500 psi -No Special Inspection Req.'d (U.N.O.)] TMS 402-16/ACI 530-16 [Normal Wt.-ASTM C90-fm=1500 psi-Spec. Insp. Req.'d] ASTM C270 [fc = 1800 psi Type S] ASTM C476 [fc = 2000 psi] ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller/ Fy = 60 ksi For #5 Bars & Larger] AISC 360-16, 15th Edition W Shapes (I Beams): ASTM A992, High Strength, Low Alloy, Fy = 50 ksi HSS Shapes (Rect.): HSS Shapes (Round): Pipe Shapes: All other steel: ASTM AS00, Carbon Steel, Fy = 46 ksi ASTM AS00, Carbon Steel, Fy = 42 ksi ASTM A53, Grade B, Carbon Steel, Fy = 35 ksi ASTM A36, Fy = 36 ksi A307 / A325-N / A490-N (Single Plate Shear Conn.) E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars) Shop welding to be done in an approved fabricator's shop. Field welding to have continuous Special Inspection. NDS-2018 Soil Classification (Table 1806.2): Allowable Bearing Pressure = Lateral Bearing Pressure = Active Pressure = At-rest Pressure = Coefficient of Friction = QSf Load 2 10.0 DL Carpet & Pad Floor 1.5 Plywood 3.5 Joists 1.5 Insulation 2.5 Drywall 1.0 Elec./Mech./Misc. 0.0 Other 20 Total DL 20 LL Residential Floor 40 Total Load QSf Load 4 24.0 1.5 3.5 1.5 2.5 1.0 0.0 34 60 94 (SW, SP, SM, SC, GM, & GC) 1500 psf (Table 1806.2) 150 psf/ft (Table 1806.2) 30 psf/ft (Table 1610.1) 60 psf/ft (Table 1610.1) 0.25 (Table 1806.2) ~sf Int. Wall 4.0 DL Drywall 1.5 2x4 Studs @ 16"o.c. 3.5 Misc. 1.5 Other 2.5 Total Load 1.0 0.0 Ext. Wall 1 14 DL Stucco 40 2x4 Studs @ 16"o.c. 54 Drywall Insulation Misc. Other Total Load Ext. Wall 2 Page 1 of 15 07/13/22 QSf 5.0 1.0 1.0 7 ~sf 10.0 1.0 2.5 1.5 1.0 16 Multiple Simple Beam UC# : KW-06015083, Build:20.22.7 .7 Descri tion : ROOF GRAVITY solidforms engi n eering Solid Forms Engineering Page 2 of 15 07/13/22 Project File: WELLONG.ec6 (c) ENERCALC INC 1983-2022 Wood Beam Design: RB-1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11 .875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending TrusJoist Wood Grade : ParallamPSL2.0E Wood Species : Fb -Tension Fb -Compr 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Density 45.070 pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr = 0.020 k/ft, Trib= 14.0 ft Unit Load: D = 0.0160 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.222· 1 762.09 psf at 3,435.54 psi +D+Lr+H 0.196: 1 71.02 psi at 362.50 psi 4.000 ft in Span # 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+Lr+H D. .l.r: .I. 1.49 1.12 1.49 1.12 Wood Beam Design : RH-1 0.000 ft in Span # 1 ':l::J. f .l:i ,!~ ~, ,, • ,, ------------------·;:~,.-... ,\--;;; -~ :~:: .-~~:;r,:,-;:~;~ •' -~ .:-: ~· r_ ✓~,-.,. ;~-~;..:_ • . ' -' • : • :.."t'<'l"" • J.• --.• •l I 8.0 ft 0.027 in 3614 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.062 in 1549 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending TrusJoist Wood Grade : ParallamPSL2.0E Wood Species : Fb -Tension Fb -Compr 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Density 45.070 pct Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, 4.250 ft to 14.0 ft, Trib= 15.50 ft Unit Load: D = 0.0160 k/ft, Trib= 2.0 ft 1 Point: D = 1.60, Lr = 1.60 k @ 4.250 ft Pesjgn Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : 2, 161~s~ 5 p~i 1at 6.160 ft in Span # 1 2,857.41 psi +D+Lr+H 0.389: 1 141 .11 psi at 362.50 psi +D+Lr+H D 0.03 ~ = Fv : Allowable : Load Comb: Max Reactions Left Support Right Support (k) D. .l.r: 2.50 2.17 2.79 2.46 .L. 0.000 ft in Span # 1 ~ ':l::J. f .l:i ax e ections Transient Downward Ratio 14.0 ft 0.213 in 789 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.451 in 372 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: so lid forms engineering Multiple Simple Beam UC#: KW-06015083, Build:20.22.7.7 Solid Forms Engineering Wood Beam Design : RH-2 Page 3 of 15 07/13/22 Project File: WELLONG.ec6 (c) ENERCALC INC 1983-2022 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 Wood Species : Fb-Tension Fb -Compr 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-xx 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx 1,300.0 ksi 470.0 ksi Density 31.21 O pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.370, Lr = 0.370 k/ft, Trib= 1.0 ft Unif Load: D = 0.0160 k/ft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.326 • 1 355.07 psf at 1,089.34 psi +D+Lr+H 2.500 ft in Span # 1 Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k} Left Support Right Support 0.182: 1 38.60 psi at 212.50 psi +D+Lr+H Q J.r 1. 1.03 0.93 1.03 0.93 Wood Beam Design : RH-3 4.217 ft in Span# 1 'ii. .t:! oco ffii\B@>:mu ----- ·-,-~-.·--'.:. -----~ ~•s. __ ·, (?::.,;,,;~,~--~--,~:--;c .. ,.--~--. -... 1--~.,; .. . ~-~~F;l,;•f . -. . ·-. ,.,.. ~ :·, : i- Max De ections Transient Downward Ratio 5 .0 ft 0.010 in 5859 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: • Total Downward 0.022 in Ratio 2767 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.25x16.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb -Tension Fb -Compr 2,900.0 psi Fe -Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.370, Lr = 0.370 k/ft, Trib= 1.0 ft Unif Load: D = 0.0160 k/ft, Trib= 2.0 ft 1Point: D = 1.10, Lr = 1.0 k @ O.Oft 2Point: D = 1.10, Lr = 1.0 k @ 16.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.431 • 1 1,455.38 psf al 3,376.30 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.273: 1 98.79 psi at 362.50 psi +D+Lr+H Q J.r 4.63 4.05 4.63 4.05 l. 8.250 ft in Span # 1 0.000 ft in Span# 1 ,-~ ; Jj Max e ections Transient Downward Ratio 16.50 ft 0.173in 1143 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.373 in 530 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: so lid forms engi n eeri n g Multiple Simple Beam UC#: KW-06015083, Build:20.22.7.7 Solid Forms Engineering Wood Beam Design : RH-4 Page 4 of 15 07/13/22 Project File: WELLONG.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x4, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb-Compr 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx 1,600.0 ksi 580.0 ksi Density 31.21 O pct Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr = 0.020 k/ft, Trib= 13.50 ft Unit Load: D = 0.0160 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.697 • 1 1,176.33 psf at 1,687.50 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.410 : 1 92.25 psi at 225.00 psi +D+Lr+H Q 1r 1. 0.53 0.41 0.53 0.41 1.500 ft in Span# 1 2.710 ft in Span# 1 'i:i. ~ ,, ; ---------------~ ~~~~-/~~~ -,.--~N5__:: ~:: __ ----w. ..~, .~~~~~ -:,_ .--~-+~~-: ~ ~ .ti -. -~ • ..,._ ~ ' ,. # -70: _ .. , ' f J -·-· ax e ections Transient Downward Ratio 3.0 ft 0.025 in 1456 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.057 in 631 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Multiple Simple Beam UC#: KW-06015083, Build:20.22.7.7 Descri tion: FLOOR GRAVITY Wood Beam Design : FH-1 solid forms eng in eering Solid Forms Engineering Page 5 of 15 07/13/22 Project File: WELLONG.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x9.5, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Wood Species : Fb -Tension Fb -Compr 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe -Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Density 45.070 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 k/ft, 0.0 ft to 2.750 ft, Trib= 2.0 ft Unif Load: D = 0.0160 k/ft, Trib= 9.60 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, 2.750 to 5.0 ft, Trib= 15.0 ft Unif Load: D = 0.0340, L = 0.040 k/ft, Trib= 8.0 ft 1 Point: D = 2.50, Lr= 2.20 k@ 2.750 ft Unif Load: D = 0.0510, L = 0.090 k/ft, 0.0 to 5.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : 0.541 • 1 1,924.63 psf at 2.750 ft in Span # 1 3,556.05 psi Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+0.750Lr+0.750L +H 0.523 : 1 189.63 psi at 4.217 ft in Span# 1 362.50 psi +D+0. 750Lr+0. 750L +H Q J.r .I. .s '1:1. .E 2.57 1.22 1.03 3.15 1.76 1.03 Wood Beam Design : FH-2 li 0.024in 2514 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.067 in Ratio 897 C: +D+0. 750Lr+0. 750L +H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11 .875, ParallamPSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending TrusJoist Wood Grade : ParallamPSL2.0E Wood Species : Fb -Tension Fb -Compr 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Density Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, Trib= 9.60 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, 2.250 to 6.0 ft, Trib= 15.0 ft Unif Load: D = 0.0340, L = 0.040 k/ft, Trib= 8.0 ft Unif Load: D = 0.0340, L = 0.060 k/ft, Trib= 1.50 ft 1Point: D = 2.80, Lr= 2.50, E = 16.0 k@ 2.250 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb: 0.746 • 1 3,282.12 psf at 4,402.56 psi +D+0.70E+H 0.785 : 1 364.17 psi at 464.00 psi +D+0.70E+H Q J.r J. Max Reactions (k) Left Support 3.57 1.91 1.23 2.260 ft in Span # 1 0.000 ft in Span # 1 .s '1:1. .E li ax e ecbons Transient Downward Ratio 0.1 18in 611 Total Downward Ratio 45.070 pcf 0.124 in 581 Right Support 3.29 1.71 1.23 10.00 6.00 LC: E Only LC: +D+0.70E+H Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio 0.000 in 9999 LC: solidforms eng ineering Multiple Simple Beam LIC#: KW-06015083, Build:20.22.7.7 Solid Forms Engineering Wood Beam Design : FH-3 Page 6 of 15 07/13/22 Project File: WELLONG.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb -Compr 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.370, Lr = 0.370 k/ft, 0.0 ft to 1.0 ft, Trib= 1.0 ft Unit Load: D = 0.0160 k/ft, Trib= 12.0 ft Unit Load: D = 0.0340, L = 0.060 k/ft, Trib= 3.50 ft Unit Load: D = 0.0340, L = 0.040 k/ft, Trib= 6.0 ft 1Point: 0 =1.10, Lr =1.0k@1.0ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : 0.591 ; 1 634.63 psi at 1,073.02 psi +D+L+H 1.667 ft in Span # 1 Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.534 : 1 96.04 psi at 180.00 psi +D+L+H Q .l.r 2.19 1.07 1.37 0.30 .I. 0.90 0.90 Wood Beam Design : FH-4 0.000 ft in Span # 1 '1:1. f l:i ax e ect1ons Transient Downward Ratio 0.007 in 6803 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: 1,600.0 ksi 580.0 ksi Density 31.210 pct Total Downward 0.023 in Ratio 2088 C: +D+0.750Lr+0.750L +H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x11.875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Wood Species : Fb -Tension Fb -Compr 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe -Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Density 45.070 pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160 k/ft, Trib= 3.0 ft Unif Load: D = 0.0340, L = 0.040 k/ft, Trib= 10.0 ft Unit Load: D = 0.0340, L = 0.060 k/ft, Trib= 3.50 ft 1Point: D = 4.70, Lr = 4.10 k @4.0 ft Design Summary Max fb/Fb Ratio fb : Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Righi Support 0.473 · 1 1,664.69 psf at 3.997 ft in Span# 1 3,517.21 psi +D+0.750Lr+0.750L +H 0.736: 1 266.81 psi at 4.528 ft in Span # 1 362.50 psi +D+0. 750Lr+0. 750L +H Q .l.r .I. .s '1:1. f 2.71 1.12 1.68 4.85 2.98 1.68 .ti ~ ~ ax e ect1ons Transient Downward Ratio MQ___fj_ 0.019 in 3494 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.056 in Ratio 1171 C: +D+0.750Lr+0.750L+H Total Upward 0.000 in Ratio 9999 LC: Seismic Design Design Variables Latitude = 33.17 (12.8-2) Longitude = -117.33 Site Class= D (12.8-3) Occupancy = II Table 1.5·1 (12.8-4) Seis. Category = D Table 11.6-1 & 2 I = 1.0 Tables 1·1 & 11.5-1 (12.8-5) R = 6.5 Table 12.2·1 (12.8-6) Ss = 1.029 Section 11.4.1 S1 = 0.375 Section 11.4.1 Fa= 1.200 Table 11.4-1 Fv = 1.925 Table 11.4·2 SMs = Ss*Fa = 1.235 '--(11.4-1) Q.J Q.J a.> SMl = S1*Fv = 0.722 (11.4-2) a. Q.J ::::> ....J SDs = 2/3*SMs = 0.823 (11.4-3) SD1 = 2/3*SM1 = 0.481 (11.4-4) All other structural systems Table 12.8-2 <ii Ct = 0.02 Table 12.8-2 > Q.J x= 0.75 Table 12.8-2 ....J I.. TL= 8 Figure 22-15 Q.J :s: Ta = (i*hnx = 0.206 (12.8-7) 0 ....J T =Ta= 0.206 Section 12.8.2 hn = 22.3 Section 12.8.2.1 Cs = 0.127 Section 12.8.1.1 k = 1 Section 12.8.3 ¼ = 4 Table 12.2-1 l:i.a = hsx* 0.025 Table 12.12-1 solid forms enginee r ing Page 7 of 15 07/13/22 Base Shear Calculation (ASCE 7-16 Sec. 12.8 & Supplement 2) V = CsW Cs= SDs*I/R 0.127 for TsT,: SDl *I/(RT) = 0.360 Max. Where: Cs max. = forT>T,: SD1*TL*I/(RT2) for S1<0.6:0.044SDsl.::0.01 = 0.036 Min. Where: Cs min. = for s,~o.6: 0.5S1 *I/R DL Area Len. Ht. Above w Material (psf) {tt2} (ft) (ft) (kips) (kips) Load 1 20 2952 59.0 Ext. Wall 1 16 265 10.34 21.9 Int. Wall 7 198 10.34 7.2 2952 88.1 Load 2 14 1569 22.0 Load 3 34 480 16.3 Ext. Wall 1 16 176 10 21.9 + 14.1 Int. Wall 7 132 10 7.2 + 4.6 2049 86.1 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-16, Sec. 12.8.3 & 12.8.6) Level Wx hx h k X Wxhxk Upper Level 88.1 22.3 22.3 1969 Lower Level 86.1 11.0 11.0 947 174.2 2916 Level Forces (ASCE 7-16, Sec. 12.10.1.1) Level Wx IWx Fx IFx Roof 88.1 88.1 14.9 14.9 Lower Level 86.1 174.2 7.2 22.1 174.2 22.1 Fx Fx(psf) % 14.9 5.0 59% 7.2 3.5 100% 22 9 fpx Fpx (ASD) 14.9 10.4 14.2 9.9 p lixe allow. Yes 0.851 Yes 0.825 Where: F min. = 0.2ISDsWx F max. = 0.4ISDsWx Where: Oxe allow. = l:ia *I/Cd (Section 12.8.6) p : Redundancy Check Required if story shear is > 35% of base shear (Section 12.3.4.2) Wind Design solid forms e ngin ee rin g Page 8 of 15 07/13/22 Wind Pressures for MWFRS ASCE 7-16 -Envelope Procdedure Method 2 Design Variables Occupancy = Iw;nd = Basic Wind Speed (mph) = Exposure Category = Topographic Kzt = Width (ft)= Length (ft) = Roof Pitch Eave Ht. (ft) = Ridge Ht. (ft) = Mean Roof Ht (ft) = >.= 8 = >.K2tl = 2a (ft) = Min. Design Load (psf) = II Table 1.5-1 1.00 Tables 1.5-2 110 Figure 26.5-lA B Section 26.7.3 1 Section 26.8.2 31.0 Transverse 56.0 Longitudinal 6: 12 21.0 28.8 24.9 1 Figure 28.6-1 26.6 1.0 11.2 Figure 28.6-1 Note 9 16.0 Section 28.4.4 Ps = >-Kztlp530 (28.6-1) Note:(-) Horiz. Pressures shall be zero. Horiz. Press. (psf) A B C Transverse 23.3 7.3 17.3 Longitudinal 19.2 -10.0 12.7 tttttttttt I 11 ttffftt Vertical ---------------------------------7- ~ I ~ Ridge Eave height height 1------Width, W = Wind pressures are in psf •Because wind presence is less than zero (0), use O for design. D 6.4 -5.9 Transverse Governing Design Force: Transverse Tributary Area: Transverse Governing Design Pressure: 25.8 kips 1610 ft2 16.0 psf t tttt t tt t t++tt tff ff t t VerticBI -~ I ~ ~!'l~;t ~ l J l ~ ~1/hW/ffff,W,W,W,W,V,1//2W,,'/,V/,W,V,W/41//,l,/,l,//,w/,w, hert I ..,_ __ L/2 U2 Wind pressures ore in psf Longitudinal Governing Design Force: Longitudinal Tributary Area: Longitudinal Governing Design Pressure: 12.3 kips 771 ft2 16.0 psf E -6.8 -23.1 Vert. Press. Overhangs F G H ECH GCH -14.1 -5.1 -11.6 -16.0 -14.4 -13.1 -16.0 -10.1 -32.3 -25.3 Transverse Zone Ps Area Force (k) Total (k) A 23.3 235 5.5 B 7.3 87 0.6 24.7 C 17.3 941 16.3 D 6.4 347 2.236482 Min. 16.0 1610 25.8 25.8 E -6.8 174 -1.2 F -14.1 174 -2.5 -15.2 G -5.1 694 -3.5 H -11.6 694 -8.0 Min. -16.0 1736 -27.8 -27.8 Longitudinal Zone Ps Area Force (k) Total (k) A 19.2 267 5.1 B C 12.7 505 6.4 11.5 D Min. 16.0 771 12.3 12.3 E -23.1 314 -7.2 F -13.1 314 G -16.0 554 -4.1 -8.9 -25.8 H -10.1 554 -5.6 Min. -16.0 1736 -27.8 -27.8 Lateral Design Upper Level N-S Line: Seis. Area (W) = 425 Shear Line Len.Tot. (ft) = 16 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right LH = Vert.Trib Height (ft) = ___ 4--11_0_.o___, Lw = Dist to Adj Gridline (ft) = I 14.0 Shear Above: Line = VxAoove (Seis/Wind) = 0;~rlb. of Load = ___ vxA=_bv.Trlb. (Seis/Wind) = Wood Shearwalls = Length = Load Type= Shear Load (lbs) = Wall DLo1st. (psf) = Resis. DLDist. (plf) = Resis. Dlp01nt (lbs) = DLpo1nt Dist (ft) = MomentoT (lb-ft) = 1MomentResist (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~et. = Left Holdown = Right Holdown = Upper Level Seis. Area (W) = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: LH = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line= VxAoove (Seis/Wind) = 0/~rlb. of Load = VxAbv.Trib. (Seis/Wind) = W1 8 Seis. I Wind 751 672 16 140 7762 6948 4738 5864 403 145 N/A N/A N-S Line: 2240 16 Perpendicular Left Right I 10.0 T 56.0 - -- so lidforms engineering D p = 1.0 Sos = 0.823 Plate Ht. (ft) = 10.34 Lwall Tot. (ft) = 8 Shearwall Strength Design Seis. Force: F x = Maximum Wind Pressure: P, = Vx5e1s.(ASD) = Area/2*F x *p*0. 7 = V,wind = LH*Lw/2*P, *0.6 = r.v, (Above) = V,Tot>I = VJ L = Use Shearwall Type= with L TP4 clips @ Seis. Wind 5.0 16.0 751 672 751 672 94 84 @ 48 "o.c. for entire length of grid line D Wi I 0 0 -- -- -- -- E p = 1.0 Sos= 0 823 0 - - - - Plate Ht. (ft) = 10.34 Lwall Tot. (ft) = - --- W3 W4 Ws I I 0 0 0 0 ---- ---- ---- ---- Perforated Shearwall Strength Design Seis. Force: F, = Maximum Wind Pressure: P, = Vx5e1s (ASD) = Area/2*F /p*0. 7 = xWind = LH*Lw/2*P, *0.6 = V Y..V, (Above) = I 0 0 -- -- -- -- Seis. Wind 5.0 16.0 3956 2688 V, Total = 3956 2688 - -0 See Perforated Shearwall Cales on Following Pages 1Res/stlng Moment DL is reduced by 0.6-0.14'Sos for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) psf psf lbs lbs lbs lbs plf Page 9 of 15 07/13/22 28% w 6 I 0 - - - - psf psf lbs lbs lbs lbs Lateral Design Upper Level E-W Line: CJ> C ·1: ~ Q) 0 Seis. Area (tt2) = Shear Line Len.Tot. (ft) = 1730 9 Wind Relative to Ridge = Parallel Wind Lengths: Left Right LH = Vert.Trib Height (ft)= __ __,_1_10_.0-----4 Lw = Dist to Adj Gridline (ft) = I 31.0 Shear Above: Line = VxAoove (Seis/Wind) = 0/0T,ib. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLo1st. (psf) = Resis. DL01,t (plf) = Res is. DLPoint (lbs) = DLPoint Dist (ft) = Momentor (lb-ft) = 1MomentReslst. (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~et. = Left Holdown = Right Holdown = Upper Level Seis. Area (tt2) = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: LH = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear Above: Line = VxAoove (Seis/Wind) = 010Tr1b. of Load = VxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLo1st. (psf) = Resis. DLrnst. (plf) = Resis. Dlp01nt (lbs) = DLPolnt Dist (ft) = MomentoT (lb-ft) = 1Momen~esist. (lb-ft) = Uplift (lbs) = UpliftAoove = Upli~et. = Left Holdown = Right Holdown = W1 6.5 Seis. I Wind 3056 1488 16 300 29334 14285 4645 5749 3798 1313 3798 1313 Per Plan Per Plan E-W Line: 2960 12 Perpendicular Left Right I 10.0 T 59.0 - -- W1 12 Seis. I Wind 5228 2832 16 260 50191 27187 14436 17868 3109 810 3109 810 Per Plan Per Plan solid forms Page 10 o f 15 0 7/13/22 e ngineering 2 p = 1.0 Sos= 0.823 Plate Ht. (ft) = 9.6 Lwau Tot. (ft) = 6.5 W2 I 0 0 -- -- -- -- 7 p = 1.0 Sos = 0 823 Plate Ht. (ft) = 9.6 Lwau Tot. (ft) = 12 - -- W2 I 0 0 -- -- -- -- 0 - - - 0 - - - - Shearwall Seis. Wind Strength Design Seis. Force: F, = 5.0 psf Maximum Wind Pressure: P, = 16.0 psf VxSeis.(ASO) = Area/2*F,*p*0.7 = 3056 lbs V,Wlnd = LH*Lw/2*P,*0.6 = 1488 lbs r.v, (Above) = lbs V,Tot!I = 3056 1488 lbs Vx/L = 470 229 plf Use Shearwall Type= © with LTP4 clips @ 12 "o.c. 51% for entire length of grid line 2 W3 W4 Ws w 6 I I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- Shearwall Wind Strength Design Seis. Force: F, = Seis. 5.0 psf 16.0 psf lbs 2832 lbs lbs - W3 I Maximum Wind Pressure: P, = VxSels(ASDJ = Area/2*F,*p*0.7 = xWlnd = LH*Lw/2*P, *0.6 = V - r.v, (Above) = V,Tot,I = Vx/L = Use Shearwall Type= 5228 5228 2832 lbs 236 plf 436 @ with LTP4 clips @ 12 "o.c. 65% for entire length of grid line 7 w. Ws w 6 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment DL Is reduced by 0.6--0.14*So, for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Ol C .E :, t a., 0 Upper Level E-W Line: Seis. Area (ft') = 425 Shear Line Len.Tot. (ft) = 13 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right LH = Vert.Trib Height (ft) = __ ___,_1_10_._o__, Lw = Dist to Adj Gridline (ft) = I 30.0 Shear Above: Line = - VxAoov,. (Seis/Wind) = 0/orrib. of Load = vxAbv.Tr;b, (Seis/Wind) = Strongwall Capacity = Steel Strongwalls = on Wood Framing = Load Type = Shear Load (lbs) = Wall DLoist. (psf) = Resis. DLrn,t. (plf) = Resis. DLPoint (lbs) = DLPoint Dist (ft) = MomentOT (lb-ft) = 1Momen4\esist. (lb-ft) = Uplift (lbs) = UpliftAoov,. = Uplift:tiet.= Left Holdown = Right Holdown = 1555 1555 SSW21x10 1.75 Seis. I Wind 751 1440 16 7762 14890 123 152 6111 11790 6111 11790 Per Plan Per Plan Upper Level N-S Line: Seis. Area (ft') = 2950 Shear Line Len.Tot. (ft) = 12 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right LH = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line = VxAbove (Seis/Wind) = 0/ornb. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLo~t. (psf) = Resis. DLrnst. (plf) = Resis. Dlpoint (lbs) = DLPolnt Dist (ft) = Momentm (lb-ft) = IMomen4\eslst. (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~et. = I 10.0 T 56.0 - -- W1 12 Seis. I Wind 5211 2688 16 300 41684 21504 14938 18490 2326 262 2326 262 Left Holdown = Per Plan Right Holdown = Per Plan solidforms Page 11 of 15 07/13/22 e nginee ring 10 p = 1.0 Sos= 0.823 Plate Ht. (ft) = 10.34 Lwan Toi. (ft) = 1. 75 W2 I 0 0 -- -- -- -- A p = 1.0 Sos = 0 823 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 12 - -- W2 I 0 0 -- -- -- -- 0 - - - - - 0 - - - - Shearwall Strength Design Seis. Force: F, = Maximum Wind Pressure: P, = V.s.~.(A5D) = Area/2*F x *p*0. 7 = V,w;nd = LH*Lw/2*P, *0.6 = "i.V, {Above) = V,Total = Vx/L = Use Shearwall Type= Seis. Wind 5.0 psf 16.0 psf 751 lbs 1440 lbs lbs 751 1440 lbs 429 823 plf @ with LTP4 clips@ 48 "o.c. 66% for entire length of grid line 10 W3 w. W5 W5 I I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- Shearwall Seis. Wind Strength Design Seis. Force: F x = 5.0 psf 16.0 psf lbs 2688 lbs lbs - W3 I Maximum Wind Pressure: Px = V.se~(ASD) = Area/2*F.*p*0.7 = 5211 xWlnd = LH*Lw/2*P, *0.6 = V "i.V, (Above) = V,Total = 5211 2688 lbs Vx/L = 434 224 plf - Use Shearwall Type= @ with LTP4 clips @ 12 "o.c. 65% for entire length of grid line A w. Ws W5 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment OL is reduced by 0.6-0.14*S,,, for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Desig_n Lower Level Seis. Area (fr) = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: LH = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line = VxAoove (Seis/Wind) = 0/°T,ib. of Load = VxAbv.Trib. (Seis/Wind) Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLoist. (psf) = Resis. DLo;st (plf) = Resis. Dl.point (lbs) = DLPoint Dist (ft) = MomentOT (lb-ft) = 1MomentResist. (lb-ft) = Uplift (lbs) = UpliftAbove = Uplif4let. = Left Holdown = Right Holdown = E-W Line: 1115 9 Perpendicular Left Right I 10.0 T 31.0 Upper Level 2 3056 1488 100% 3056 1488 W1 9 Seis. I Wind 4420 2976 16 560 44202 29760 14135 17496 3537 1443 3537 1443 Per Plan Per Plan solidforms enginee r i n g 2 Shearwall Strength Design 5eis. Force: F, = p = 1.0 Maximum Wind Pressure: P, = Sos= 0.823 v"5eis.(ASD) = Area/2*Fx*p*0.7 = Plate Ht. (ft) = 10 V,wind = LH*Lw/2*Px *0.6 = Lw,n Tot. (ft) = 9 iv, (Above) = Vx Total = Vx/L = Use Shearwall Type= with LTP4 clips @ Seis. Wind 3.5 16.0 1365 1488 3056 1488 4420 2976 491 331 © 8 "o.c. for entire length of grid line 2 W2 W3 W4 Ws I I I I 0 0 0 0 0 0 0 0 0 --------- --------- --------- --------- psf psf lbs lbs lbs lbs plf Page 12 o f 15 07/13/22 49% w 6 I 0 - - - - Perforated Shear Wall Analvsis so lidforms engineeri ng Page 13 of 75 0 7/73/22 Wood Framed Shear Walls with Openings (SEAOC Design Manual Vol. II) Gov. Grid Line: Upper Level E Force: Seismic = S05 = 0.8232 Uniformly Distributed Resisting DL = Wall Dimensions (ft) W1 W2 W3 3956 lbs 300 plf Vert. Shear Force Above Header ~ Header Strap Tensio~n--~ :: : w;o:ow ~::-::::-:::-:::-'=-:::.-·:::-:::-:::-::: ___ -.:2=-----~--'2::.:·.::.5_~ 10 . 34 ft H3 = 4.34 V (lb)=~ [iiu I 475 Shear tbove o1eniniL--, v (plf) = [iii] 633 ~ Horiz. Force @ Openi~ V (lb)=~ LJ.!QU 12.5 ft Shear @ Opening ~-~ v (plf) =Ciiu I 443 Vert. Shear Force Below Sill Max Shear = 633 plf 9 Overturning Moment = 40910 lbs*ft [iQiiJ T (lb)= Sill rrap Teron V (lb) =~ 462 ~ 1Resist. Overturning Moment = 11361 lbs*ft Resulting Uplift Force = 2364 lbs Holdown Per Plan Shear Below Sill v(plf)=~ ~ LJ5U Header Strap Tension = 633 lbs CS16 Strap Sill Strap Tension = 462 lbs CS16 Strap 37% Vert. Shear Force 27% T (lb) =CiiiiJ ~um_l--3-27-3~ 'Resisting Moment DL is reduced by 0.&-0.14'Sos for 5els.(12.14.3.l.3} & 0.6 for Wind (2.4.1) solid forms e ngin eering Redundancy Check Removal of a shear wall or wall pier with a height-to-length ratio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% reduction in story strength. (ASCE Table 12.3-3) Upper Level N-S % Reduction of Story p Worst Case Force Removed (lbs) Story Strength (lbs) Strength Gridline D 751 10428 7% 1.0 Redundancy = 1.0 E-W Worst Case Force Removed (lbs) Story Strength (lbs) % Reduction of Story p Strength Gridline 2 3056 10428 29% 1.0 Redundancy = 1.0 Lower Level N-S Worst Case Force Removed (lbs) Story Strength (lbs) % Reduction of Story p Strength #N/A #N/A 15443 0% #N/A Redundancy = 1.0 E-W Worst Case Force Removed (lbs) Story Strength (lbs) % Reduction of Story p Strength Gridline 2 4420 15443 29% 1.0 Redundancy = 1.0 Page 14 o f 15 07/13/22 Foundation Design Concentrated Loads Pad Ftg: Fl q= 1500 psf D( 3200 )+Lr( 1800 )+L( 1100 v'(144* 5375 I 1500 )= 22.7 Use: 27 "Sq r. X 18 Pad Ftg: F2 q= 1500 psf D( 3600 )+Lr( 2000 )+L( 1300 v'(144* 11325 / 1995 )= 28.6 Use: 33 "Sq r. x 18 Pad Ftg: F3 q= 1500 psf solidforms eng i n ee rin g ) + W( ) + E( ) = Gov. Load: D+0.75L+0.75Lr = " Min. Square Dimension "Deep with {3) #5 Bars Ea. Way ) + W( ) + E( 10000 ) = Gov. Load: D+0. 75L +0. 75Lr+0.525E = " Min. Square Dimension "Deep with {4) #5 Bars Ea. Way 6,100 5375 Page 15 of 15 07/13/22 # Total Load # Factored Load Loaded:fiN 16,900 # Total Load 11325 # Factored Load Loaded:fift D( 4700 )+Lr( 4100 )+L( ) + W( ) + E( ) = 8,800 # Total Load Gov. Load: D+Lr = 8800 # Factored Load v'(144* 8800 / 1500 )= 29.1 "Min. Square Dimension Use: 33 "Sqr. x 18 "Deep with (4) #5 Bars Ea. Way Loaded: WH@I Pad Ftg: F4 q= 1500 psf D( 7300 )+Lr( 3600 )+L( 3400 ) + W( ) + E( ) = 14,300 # Total Load Gov. Load: D+0.75L+0.75Lr = 12550 # Factored Load v'(144* 12550 / 1500 )= 34.7 "Min. Square Dimension Use: 39 "Sqr. x 18 " Deep with (5) #5 Bars Ea. Way Loaded:fiM STONE TRUSS 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 Wellong Addition 1820 Oak Ave. Carlsbad, CA. 92008 l=1 > 1--0 ON("') ON~ T""" 0 "", C'0 N Q .J o-wo N~ ~ N '° ""' §l CO T""" I ~ ~ N LL (/) ~ GO .--::::: z 0 M i== M w ci o>~ M <( LL I (/) N 'J O N ~ .-- 0 <( (\j ('40 ~ C! o o CO N :::J o~~ N 0 N ~ al 0 ~ 0 er "le N N 0 00 01 ~ ... l o . v. ) ... l o . ... l o . = en £ ~ . 6' O" O V '"' 16 . I~ ~ ~ . L LI 0 " I I ~ 8 ~ ... , '3 0 "' "' -~ I" ~ L I Ro o f Tr u s s La y o u t We l l o n g Ad d i t i o n 18 2 0 Oa k Av e Ca r l s b a d CA 92 0 0 8 . -- 1 . AO ~ r ,, 8) ~ NQ O : : O Z X - -o Q ~ ~ 0( 0 0 -> . < "U - -i ~c ; r o ;: . : - u m - .. . . . . . . . . . n - · en Iv : r : r f i · · ro O ~ .. ?" ro ~ c o q O > Io . . ;; : : ; ~ CO N . ~ Il f i l JS A IR \ i : > S PL A C E M E N T l2 l & i . 8 A M QN J . ' i ft \ ~~ -; Q ~ t1 \ z ~ G) NO T ICE TO BU I L D I N G OF F I C I A L S , AR C H I T E C H T S , AN D ENG I N E E R S : NO N - S T R U C T U R A L DR A W ING IN T END E D FO R TR U S S LO C A T I O N IN FO RM A T I O N ON L Y St o n e Tr u s s ,- . . . 50 7 Jo n e s RD ~ Cl ~ 1 Oc e a n s i d e CA 92 0 5 8 ~N E TR u ' s s ' 76 0 - 9 6 7 - 6 1 7 1 76 0 - 9 6 7 - 6 1 7 1 St o n e Tr u s s . c o m •• ,, .. . . .. . "" • 00 •" ' · 0• • 20 .. ~ - --.,. Milek® Re: 220854-220584 Wellong Addition MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced be low have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Stone Truss, Inc .. Pages or sheets covered by this seal: R73297 I 57 thru R73297164 My license renewal date for the state of Cali fornia is September 30, 2024. AP PROVAL FO R GENERAL COMPLIANCE WITH STRUCTURAL CONTRACT DOCUMENTS IZl APPROVED □ APPROVED AS CORRECTED □ APPROVED AS CORRECTED RESUBMIT FILE COPY 0 DISAPPROVED □ REVIEWED FOR INFORMATION Fabrication may proceed as shown. Fabrication may proceed based on corrections indicated. Fabrication may proceed based on corrections indicated. Correct submission to resubmit for record purposes only. Resubmit for approval. Approval not required. Accepted for info. purposes only. Approval is for general compliance with the structural contract documents only. This approval assumes Zhao, Xiaoming no responsibility for dimension, quantities, and conditions that pertain to fabrication and installation or for processes and techniques of construction. The Contractor is responsible for coordination of the work of all trades and the perf mance of this work in a safe and satisfactory manner. DATE: 10-31-2022 SOLID FORMS ENGINEERING 9474 Kearny Villa Rd. (Suite #215) San Diego, CA 92126 October 28,2022 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job 220854-220584 Truss Truss Type California Girder Qty Ply Wellong Addition R73297157 A01 2 Job Reference o tional Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.53 S Sep 22 2022 Print: 8.530 S Sep 22 2022 MiTek Industries, Inc. Fri Oct 28 00:13:44 IO:vvyb?MuGSTMgLcY4pUOpWpyrU7I-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDol7J4zJC?f Page: 5-10-15 6--0 7-11-0 8--1 5-10-15 0--1 1-11-0 0--1 4x8,, 4x4., 0 CD ';' ,J,, ,J,, 0 0 ,J,, 'f .., 9 0 ,J,, (? ,J,, M i I 0 1x411 3x4= 3x4= LU24 LU24 LU24 LU24 5-6-12 8-4-4 5-6-12 2-9-8 Scale = 1 :36.2 Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 TCDL 14.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.09 BCLL o.o· Rep Stress Iner NO WB O.o7 Horz(CT) 0.02 BCDL 10.0 Code IBC2018/TPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1&Btr G 2X4 DF No.1 &Bir G 2X4 DF Std G Structural wood sheathing directly applied or 6-0-0 oc purllns, except 2-0-0 oc purlins (6-0-0 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) Max Horiz Max Uplift Max Grav 1 =0-3-8, 4=0-3-8 1=-45 (LC 12) 1=-173 (LC 7), 4~166 (LC 8) 1=1084 (LC 1), 4=1073 (LC 1) (lb} -Maximum Compression/Maximum Tension 1-2=-1935/367, 2-3=-1582/336, 3-4=-1826/340 1-6=-305/1682, 5-6=-309/1670, 4-5=-250/1577 2-6=0/243, 2-5=-217/84, 3-5=01337 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II: Exp C: Enclosed; MWFRS (envelope) exterior zone: cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 1 and 166 lb uplift at joint 4. 9) This truss is designed in accordance wtth the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 11-10-4 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 350 lb down and 215 lb up at 5-8-8, and 344 lb down and 215 lb up at 7-11-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 .A. WARNING . Verity design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mtl-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not 13-11-0 5-10-15 4 3x4= LU24 LU24 13-11-0 5-6-12 (lac) I/dell Ud PLATES GRIP 6-9 >999 240 MT20 220/195 6-9 >999 180 4 n/a n/a Weight: 105 lb FT= 20% Uniform Loads (lb/ft) Vert: 1-2~68, 2-3~68, 3-4~68, 7-10=-20 Concentrated Loads (lb) Vert: 2=-304, 15=-304, 17~63 (F), 18=-39 (F), 19=-60 (F), 20=-60 (F), 21=-39 (F), 22~63 (F) October 28,2022 a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall butlding design. Bracing Indicated Is to prevent buckling or fndlvldual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSllrP/1 Quality Criteria, D58~9 and SCSI Bulldfng Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 MITek USA. Inc. 400 Sunrtse Avenue, Suite 270 0osevi!le C4 ......... 1 Job I Truss Truss Type Qty Ply Wellong Addition 1 R73297158 220854-220584 A02 Common 8 Job Reference /ootional\ Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Sep 22 2022 Print: 8.530 S Sep 22 2022 Milek Industries, Inc. Fri Oct 28 00:13:47 IO:C_Mpvym?p05584n90NrT6iyrU7s-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCOoi7J4zJC?f Page. 1 6-11-8 6-11-8 4x10= 2 1.Sx4 u 3x10= 6-11-8 6-11-8 Scale = 1 :33.3 Plate Offsets (X, Y): [1:0-6-12,0-1-8], [3:0-6-12,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.07 TCDL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.19 BCLL o.o· Rep Stress Iner YES WB 0.10 Horz(CT) 0.02 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 1 =0-3-8, 3=0-3-8 Max Horiz 1 =56 (LC 11) Max Uplift 1=-58 (LC 11), 3~58 (LC 12) Max Grav 1=612 (LC 1), 3=612 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=-874/239, 2-3~874/239 1-4=-119/723, 3-4~119/723 2-4=0/228 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 6-11-8, Exterior(2R) 6-1 1-8 to 9-11-8, Interior (1) 9-11-8 to 13-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1 and 58 lb uplift at joint 3. 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard A, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7•73 ,ev 5/19/2020 BEFORE USE. Design valid for use onty with MITek® connectors. This design Is based onty upon parameters shOwn, and Is fOf an Individual building component, not 13-11-0 6-11-8 13-11-0 6-1 1-8 (loc) 1/defl 4-7 >999 4-7 >867 3 nla a truss system. Before use, the building designer must vertty the applicability of design parameters and proper1y Incorporate this design into the overall building design. Bracing Indicated Is to pfevent buckling of Individual truss web and/or chord members onty. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with posslble personal Injury and proper1y damage. For genera! guidance regarding the fabrication, storage, delivery, erecUon and bracing of trusses and truss systems, see ANSIITPl1 Quality Crherla, OSB..S9 and SCSI Building component Safety Jnform111.Jon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 3 3x10a Ud PLATES GRIP 240 MT20 220/195 180 nla Weight: 45 lb FT= 20% October 28,2022 Mii' Milek' MiTek USA. Inc. 400 Sunrise Avenue. Suite 270 oo·•.,i11 .. ,.. • -----1 I I Job Truss I Truss Type Qty Ply Wellong Addition 1 220854-220584 HR Corner Rafter 2 Job Reference lontional\ Stone Truss, Inc., Oceanside, CA -92054, 0 Run: 8.53 E May 26 2022 Print: 8.530 E May 26 2022 MiTek Industries, Inc. Fri Oct 28 13:02:02 IO:vvyb?MuGSTMgLcY4pU0pWpyrU7i-7Ik6ZEglcWXNxYwABZ7QdpMiXnWY8qzLeY _O3wyOrh4 8-4-1 9-9-5 8-4-1 1-5-4 12 4.24, 3x5 ~ 3x6 \\ 4 3x5" 3x6= tr= Scale = 1 :27.5 8-4-1 8-4-1 _J 4.24 12 Plate Offsets (X, Y): [1 :2-0-3,0-1-1 ], [1 :4-2-12,0-1-1 ], [1 :0-0-11,0-0-4]. [2:0-2-9,8-6-1 ], [2:6-5-4,0-1-1] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 TCDL 14.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.19 BCLL a.a· Rep Stress Iner NO W8 0.00 Horz(CT) 0.00 BCDL 10.0 Code IBC2018/TPl2014 Matrix-MP LUMBER TOP CHORD BRACING TOP CHORD BOT CHORD REACTIONS FORCES NOTES 2X4 DF No.1&Btr G Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) 1=328/0-4-9, 3=496/0-4-4 Max Horiz 1=129 (LC 3) Max Uplift 1=-77 (LC 3), 3=-219 (LC 3) Max Grav 1=407 (LC 21), 3=496 (LC 1) (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Wind: ASCE 7-16; Vult=110mph (3-second gust} Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MVVFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 .60 2) Plates checked for a plus or minus O degree rotation about its center. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should ver~y capacity of bearing surface. 6) Provide mechanical connection (by others} of truss to bearing plate capable of withstanding 77 lb uplift at joint 1 and 219 lb uplift at joint 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 32 lb up at 2-9-8, 34 lb up at 2-9-8, 4 lb down and 61 lb up at 5-7-7, and 37 lb down and 58 lb up at 5-7-7, and 87 lb down and 85 lb up at 8-5-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) This truss does not include any time dependant deformation for long term loading (creep) in the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 12) In the LOAD CASE(S} section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-4=-68 Concentrated Loads (lb} Vert: 2=-87 (B), 5=-50 (8), 7=-40 (F~3, B=-37) (Ice) I/defl Ud PLATES 1-3 >923 240 MT20 1-3 >538 180 3 n/a n/a Weight: 26 lb R73297159 Page: 1 GRIP 220/195 FT= 20% 8) This truss Is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. October 28,2022 A, WARNING -Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rw 5/19/2020 BEFORE USE Design valid tor use only with MfTek® connectors. This design Is based only upon parameters shown, and ts for an lndivldual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent bracing is always requt,ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and b,acing of trusses and truss systems. see ANSIITP/1 Qual;ty Criteria, DSB-89 and SCSI Bui/ding Component Safety Information available from Truss Plate tnstitute, 2670 Crain Highway, Su~e 203 Waldorl. MD 20601 Mli. Milek· Mffek USA, Inc. " 400 Sunrise Avenue, Suite 270 osevllle CA 05661 I Job Truss Truss Type I ;ty Ply Wellong Addition R73297160 220854-220584 J2 Jack-Open 1 Job Reference rontionall Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Sep 22 2022 Print: 8.530 S Sep 22 2022 MiTek Industries, Inc. Fri Oct 28 00:13:48 I0:CZ.1 xXzot6JTg?XW1wWOAklyrU7p-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 I IT 2x6 = Scale = 1 :23.8 Plate Offsets (X, Y): [1 :0-6-0,0-0-14) Loading (psi) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL o.o· Rep Stress Iner YES 1-11-11 1-11-11 12 6, 1-11-11 1-11-11 CSI TC BC WB Special 0.16 0.20 0.00 6-0-0 4-0-5 9 Special 6-0-0 4-0-5 DEFL in Vert(LL) -0.03 Vert(CT) -0.10 Horz(CT) 0.00 BCDL 10.0 Code IBC2018ffPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 1=0-3-8, 2= Mechanical, 3= Mechanical Max Horiz 1 =36 (LC 35) Max Uplift 2=-20 (LC 11) Max Grav 1=305 (LC 24), 2=336 (LC 28), 3=109 (LC 30) (lb) -Maximum Compression/Maximum Tension 1-2=-164/103 1-3=-33/83 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone: cantilever left and right exposed ; end vertical left and right exposed;C-C tor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied tor the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 2. 6) This truss Is designed in accordance with the 2018 International Building Code section 2306. 1 and referenced standard ANSlff Pl 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 lb down at 2-0-12, and 67 lb down and 38 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibilrty of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-2=68, 3-4=-20 Concentrated Loads (lb) Vert: 8=-11 (F), 9=-67 (F) .A, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE Design valid for use only with MITek® connec1ors. This design is based only upon parameters shown, and Is f0< an lndivldual building component, not (Joe) 3-6 3-6 2 a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bulldlng design. Bracing indica1ed Is to prevent buckling of individual truss web and/or chord members onty. Additional temporary and permanent braclng Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, eredkm and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 3 1/defi Ud >999 240 >724 180 n/a nla I PLATES GRIP MT20 220/195 Weight: 11 lb FT= 20% October 28,2022 Mli • Milek· MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Rnceville CA 95661 I Job Truss Truss Type Qty I :ly Wellong Addition 220854-220584 J4 Jack-Open 2 Job Reference lontional\ Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Sep 22 2022 Print: 8.530 S Sep 22 2022 MiTek Industries, Inc. Fri Oct 28 00:13:48 I0:C _Mpvym?pO5584n9DN rT6iyrU7s-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC ?f Scale = 1 :23. 7 0 ..;. N Plate Offsets (X, Y): [1 :0-4-0,0-0-4] Loading (psi) TCLL (roof) 20.0 TCDL 14.0 BCLL o.o· IT Spacing Plate Grip DOL Lumber DOL Rep Stress Iner 3-1 1-11 6-0-0 3-11-11 2-0-5 2x4 = 3-11-11 6-0-0 3-11-11 2-0-5 2-0-0 CSI DEFL in 1.25 TC 0.28 Vert(LL) -0.04 1.25 BC 0.15 Vert(CT) -0.12 YES WB 0.00 Horz(CT) 0.00 BCDL 10.0 Code IBC2018ffPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD NOTES 2X4 DF No.1 &Btr G 2X4 DF No.1 &Btr G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 1 =0-3-8, 2= Mechanical, 3= Mechanical Max Horiz 1=73 (LC 11) Max Uplift 1=-2 (LC 11), 2=-49 (LC 11) Max Grav 1=361 (LC 24), 2=315 (LC 28), 3=68 (LC 25) (lb) -Maximum Compression/Maximum Tension 1-2=-190/78 1-3=-66/128 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 3-10-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 1 and 49 lb uplift at joinl 2. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 3 (lac) I/dell 3-6 >999 3-6 >602 1 n/a Ud 240 180 n/a 0 ..;. N PLATES MT20 Weight: 14 lb R73297161 Page: 1 GRIP 220/195 FT= 20% 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlffPI 1. October 28,2022 A. WARNING -Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5.119/2020 BEFORE USE. Design valid for use only with MfTek® connectors. This design Is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only, Additlonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible persons! Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPlf Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Job Truss Truss Type I :ty Ply Wellong Addttion 1 R73297162 220854-220584 J6 Jack-Open Job Reference rontional\ Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Sep 22 2022 Print: 8.530 S Sep 22 2022 MiTek Industries, Inc. Fri Oct 28 00:13:48 1D:gAwB61nda DymDMLn5MifwyrU7r-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 tt Scale= 1:27.3 Loading (psi) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber OOL 1.25 BCLL a.a· Rep Stress Iner YES 2x6 = CSI TC BC WB 5-11-11 5-11-11 6-0-0 0.43 0.25 0.00 DEFL in Vert(LL) -0.07 Vert(CT) -0.19 Horz(CT) 0.00 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD NOTES 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G Structural wood sheathing directly applied. Rigid celling directly applied. (size) 1 =0-3-8, 2= Mechanical, 3= Mechanical MaxHoriz 1=110(LC 11) Max Uplift 1=-11 (LC 11), 2=82 (LC 11) Max Grav 1=392 (LC 24), 2=330 (LC 28), 3=90 (LC 25) (lb) -Maximum Compression/Maximum Tension 1-2=-191/73 1-3=-96/151 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wtthstanding 11 lb uplift at joint 1 and 82 lb uplift at joint 2. 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE($) Standard A_ WARNING -Verify design paIameters and REAO NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE WU-7473 rev 5/1912020 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not 6-r 0--5 (loc) 3-6 3-6 1 a truss system, Before use, the building designer must verity the applicabllity of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of lndiv1dua1 truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Criteria, DSB-89 and BCSI Bulldlng Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I/dell >999 >367 n/a 0 ..; ,:, Vd 240 180 n/a PLATES GRIP MT20 220/195 Weight: 17 lb FT= 20% October 28,2022 Nii' MiTek· MiTek USA. Inc. 400 Sunrise Avenue. Suite 270 Roseville CA 95661 I I Job 220854-220584 Truss SJ2 Truss Type Jack-Open l Wellong Addition I Job Reference Iontiona1I R73297163 Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Sep 22 2022 Print: 8.530 S Sep 22 2022 MiTek Industries, Inc, Fri Oct 28 00:13:49 ID:gAwB6IndaiDymDMLn5MifwyrU7r-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f Page: 1 I Scale = 1 :23.1 Loading (psi) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL o.o· Rep Stress Iner YES IT 2x4 = CSI TC BC W8 1-11-11 1-11-11 12 6, 2-0-0 0,10 0.06 0.00 DEFL in Vert(LL) 0.00 Vert(CT) 0.00 Horz(CT) 0.00 BCDL 10.0 Code IBC2018ffPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) Max Horiz Max Uplift Max Grav 1=0-3-8, 2= Mechanical, 3= Mechanical 1=37(LC 11) 1=-3 (LC 11), 2~24 (LC 11) 1=297 (LC 24), 2=275 (LC 28), 3=61 (LC 25) (lb) -Maximum Compression/Maximum Tension 1-2=-119/63 1-3=-30/94 1) Wind: ASCE 7-16; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 1 and 24 lb uplift at joint 2. 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlffPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard A, WARNING -Verify dosign parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use onty with MiTek® connectors. Thls design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property lncorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllfty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I (loc) I/dell 3-6 >999 3-6 >999 1 n/a fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quslfty Crlterls, DSB-89 and BCSI Building Component Safety Information ava!lable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Ud PLATES GRIP 240 MT20 220/195 180 n/a Weight: 6 lb FT= 20% October 28,2022 Nii' Milek' MITek USA, Inc. !~~1~s~,t~~~~• Suite 270 Job Truss Ply Wellong Addition R73297164 220854-220584 SJ4 I Truss Type Jack-Open I ;ty 1 Job Reference tontional\ Stone Truss, Inc , Oceanside, CA -92054, Run: 8.53 S Sep 22 2022 Print 8.530 S Sep 22 2022 MiTek Industries, Inc. Fri Oct 28 00:13:49 ID:8NTZJdoFL0LpONxYLotxC7yrU7q-RIC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 2-0-0 3-11-11 2-0-0 1-11-11 IT 2X6 C 2-0-0 Scale= 1 :21.3 Loading (pst) Spacing 2-0-0 CSI DEFL in TCLL (root) 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 BCLL o.o· Rep Stress Iner YES WB 0.00 Horz(CT) 0.00 BCDL 10.0 Code IBC2018/TPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD NOTES 2X4 DF No.1 &Btr G 2X4 DF No.1&Btr G Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) Max Horiz Max Uplift Max Grav 1=0-3-8, 2= Mechanical, 3= Mechanical 1=73(LC11) 2=-49 (LC 11 ), 3=26 (LC 11) 1=312 (LC 24), 2=291 (LC 28), 3=140 (LC 25) (lb) -Maximum Compression/Maximum Tension 1-2=-114/57 1-3=-62/110 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; M\/1/FRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 3-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M\/1/FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 2 and 26 lb uplift at joint 3. 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard A, WARNING -Venfy design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rtw. 5/1912020 BEFORE USE. Design valid for use only with MITek®connectors. This design ls based only upon parameters shown, and Is for an lndl'v'idual building component, not a truss system. Before use, the buildlng designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulldlng design. Bracing Indicated is to prevent buckling of individual truss web and/or Chord members onty. Additional temporary and penTianent bf acing Is al'w"ays required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the (loc) 3-6 3-6 1 fabrication, storage, delivery, erection and bracing or trusses and truss systems, see ANSIITP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I/defi Ud >999 240 >999 180 nla nta 0 'f N PLATES GRIP MT20 220/195 Weight: 9 lb FT= 20% October 28,2022 Mli. MiTek· MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Rosevllle C.t. gi::.ca4 I Symbols PLATE LOCATION AND ORIENTATION ~ Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-~,.'' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ~ Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPl1: National Design Specification for Metal DSB-89: SCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 Cl:'. 0 I (.) a.. 0 I- Numbering System 8 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2-3 C7-ll C&-7 c~ BOTTOM CHORDS 7 6 5 0 Cl:'. 0 I (.) a.. 0 I- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 4 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design lo the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss al each joint and embed fully. Knots and wane at joint locations are regulated by ANSlfTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSlfTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided al spacing indicated on design. 14. Bottom chords require lateral bracing al 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. TIMBER PRODUCTS We Deliver Confidence « December 4, 2019 Stone Truss Inc. 507 Jones Road Oceanside, CA 92058 To Whom It May Concern, Timber Products Inspection, Inc. is proud to announce that the following truss manufacturing facility, Stone Truss Inc., is a subscriber to our nationally accredited "Truss Quality Auditing Program". The TP Truss Quality Auditing Program is accredited under the IAS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in-plant quality control checks by plant personnel and periodic unannounced inspections by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the registered GTI log is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and applicable sections of the IBC and IRC. Specific design loads and installation requirements are not covered by the TP Auditing Program. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps should be directed to Timber Products Inspection, Inc. at (770) 922-8000. Sincerely, Timber Products Inspection Patrick C. Edwards, P.E. Director of Engineering PO Box 919 1641 Sigman Road Conyers GA 30012 770-922-8000 www.tpinspection.com with offices in Duluth MN, Trussville AL, Vancouver WA, Langley BC Canada