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Home My WebLink About2799 CREST DR; ; CBR2022-0754; PermitBuilding Permit Finaled Residential Permit Print Date: 03/13/2023 Job Address: Permit Type: Parcel#: Valuation: 2799 CREST DR, BLDG-Residential 1561524500 $192,891.00 Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: CARLSBAD, CA 92008-1505 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Second Dwelling Unit Description: ROWE: 1,138SF ATTACHED ADU ABOVE GARAGE// 240 SF PATIO Property Owner: ROWE ROBERT D AND JOHNSON KAREN L FAMILY TRUST FEE BUILDING PLAN CHECK BUILDING PLAN CHECK 2797 CREST DR CARLSBAD, CA 92008 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE} BUILDING PLAN REVIEW -MINOR PROJECTS (PLN} GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION PATIO -FRAME WITH COVER PUBLIC FACILITIES FEES -outside CFO SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL {SMIP} Total Fees: $9,426.92 Total Payments To Date: $9,426.92 Permit No: Status: (city of Carlsbad CBR2022-0754 Closed -Finaled Applied: 03/07/2022 Issued: 07/15/2022 Finaled Close Out: 03/13/2023 Final Inspection: 03/08/2023 INSPECTOR: Dreibelbis, Peter Balance Due: Kersch, Tim Renfro, Chris AMOUNT $65.00 $792.08 $194.00 $98.00 $175.00 $100.00 $6,751.18 $8.00 $1,218.58 $25.08 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. 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 the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (.._ City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check ~Q(ci::6 75-I Est. Value 8 l $), ~{ r- PC Deposit Date ,g /1:[;z;; Job Address._~,;...~~--=-·"--c---=-· ~-....-;..·_.1_·.a...t:::¥---'·"---'1=J..:ae,..~ ___ Unit:. ____ APN: j';7~"' f'?"Z-c: ¥-7 ... vo CT/Project #:. _________________ Lot #:. ____ Vear Built: ________ _ 0New SF: Living SF, Ii Deck SF, ·4o Patio SF,. ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? o{' O N New Fireplace? O Yo-,M, if yes how many? ___ _ D Remodel:. _____ SF of affected area Is the area a conversion or change of use? (Q) YO N D Pool/Spa: _____ SF Additional Gas or Electrical Features? tJ0W G{/¥2-t:A ,U, W'Solar: ___ KW,. ___ Modules, Mounted: ~oof O Ground, Tilt: o-v"o N, RMA: O Y C91'J, Battery:UvO> N, Panel Upgrade: Ov ~ Other: PRIMARY APPLICANT Name: WllL,iA\:\I\ C-1-A~~ Address: f -0 , ~ ~0((7217 City: ~i N lT ~~ State: C:.X Zip: q1oz.?> Phone: :7<. oO -Ce??k ---2484-t}ff"t,.e Email: WCV~l<½:NC'z ::t a cox.,,, ~ E?(' DESIGN PROFESSIONAL Name: \[\: \ k 0 \A\,/\ C-I-A.Y?¥4e Address: f V · E,0?<, -Z. 70{R?:S City: te-Nvf ~1:G¥7 State: CA Zip: 4"202-? Phone: 7<.oO (p 77:4: ~ C>Frl~ Email: \N'.'.:Po:?.7¼ Nb :::1-(f,. COX: ... ~'i:.--1 PROPERTY OWNl Name: M ~ M ~. ·?:??we,_. Address: -2-71 C-f::?'?:7 t::IZ-1 y~ City: QAf2...ly.:7BAD State: CA Zip: ____ _ Phone: 7 {p0 hflP·-J ":72-I Email: __________________ _ CONTRACTOR OF RECORD Business Name:. _______________ _ Address:. ________________ _ City:. ______ State:. ___ Zip:. _____ _ Phone:. _________________ _ Email:. _________________ _ Architect State License: __________ _ CSLB License #:. ______ Class:. ______ _ Carlsbad Business License# (Required}:. _______ _ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is ca~reet ~Jthat he information of the plans is accurate. I ,,.,u '" rompo/ wffh "" a,v o,dmoam ood """ low, rem,,., ,o '"""'' <=''"'""'· , !' !: NAME (PRINT): Wlu..i t\:11,j C-LAl!U-; SIGN : {/!(/Lpu-({ i:_ 4>ATE: 2 -Z.f!,--;z.,;,zz_. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 10/21 'L THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirm underpenaltyof perjury that I am licensed under provisions of Chapter9 (commencingwith Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): 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: lnsuranceCompany Name: _______________________ _ Policy No. _____________________________ E><piration Date: ________________ _ -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): (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law f or the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) . • -giv- [B{" as owner of the property, am exclusively contract mg with licensed contractors to construct t he 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). -0 -DI m exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: M 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 acapyaf the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http: I /www.leginfo.ca.gov/ ca/aw.html. OWNER 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 be accurately sho labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed In accordance with all regulations in existe at th time o th NAME (PRINT): $oberl ·Eowc-SIGN: -+-~"--'-+-""""'"'~~..,;,..._DATE: Note: If the erson si nin above is an authorized a ent for the ro ert owner in 1635 Faraday Ave Carlsbad, CA 92008 Email: Building@carlsbadca.gov 2 REV. 10/2 /4.. I. ( City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address _? '11? G ..... ~ __ _.__A'Z--'_:.J,_\JfE:_-=-=------------- The Cit y of Carlsbad ("City") is providing you with t his Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associat ed with typical construction activities issued in your name as the Ow ner-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 t his information by signature at the bottom of the form. These are very important construction relat ed acknowledgments designed to inform the property owner of his/her obligations related to the request ed permit activities. ~I understand a frequent pract ice of unlicensed contractors is to have the property owner obtain an "Owner- Builder" building permit that erroneously implies that t he 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 cont ractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for t hose injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. 11. B ¥-I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume t his responsibility. 111. ..llB,_1 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 her name instead of my own. IV. ~I understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. .B_& 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 ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV. 08/20 Owner-Builder Acknowledgement Continued VI. _8n.1 understand if I am considered an "employer" under stat e and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. fl[L I understand under California Contractors' State license Law, an Owner-Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of t he work is performed under contract with a licensed general building contractor. VIII. 13..$., 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 construction defects in the workmanship or materials. IX. (1./i_ 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-CS LB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. U,_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: XI. hr_, agree that, as the party legally and financially responsible forth is proposed construction activity, I will abide by all applica ble laws and requirements that govern Owner-Builders as well as employers. XII. lJ.K._1 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 regulat ed 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 t o assist you with any financial loss you may sust ain as a result of a complaint. Your only remedy against unlicensed Contract ors may be in civil court. It is also impo rtant for yo u to understand that if an unlicensed Contract or 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 respo nsible for verifying w hether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this f orm 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 oil of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I hove the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel. Property Owner Name (PRINT) 2 REV. 08/20 ~ City of Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'SAUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The following Owner's Authorized Agent form is required to be completed by the property owner only when designating an agent to apply for a construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person{s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. Scope of Construction Project (or Description of Work): N~ ~aj(? f~ A .D t.--l Project Location or Address: -2. "14:1 ~:[ :!?le.I Y£, Name of Authorized Agent: _\+N.,._1...,.k{d-=...,.,.__.A...._\1,1.......____,,k:H\"--'--'-'-'-~-'---------Tel No. ]lJO-CtM-~:1:2± Address of Authorized Agent: f. 0. \?Df: }.l;;cx.o20 j?:N(.,{ N \1f\'? CA q'ZDZ-? I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. s PERMIT INSPECTION HISTORY for (CBR2022-0754) Permit Type: BLDG-Residential Application Date: 03/07/2022 Owner: TRUST ROWE ROBERT D AND JOHNSON KAREN L FAMILY TRUST Work Class: Second Dwelling Unit Issue Date: 07/15/2022 Subdivision: PARCEL MAP NO 18957 Status: Scheduled Date 12/01/2022 12/16/2022 03/06/2023 Closed -Finaled Expiration Date: 06/14/2023 IVR Number: 39164 Address: 2799 CREST DR CARLSBAD, CA 92008-1505 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 12/01/2022 12/16/2022 03/06/2023 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS BLDG-18 Exterior 197713-2022 Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency BLDG-27 Shower 199014-2022 Pan/Tubs Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Final Inspection 204744-2023 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Chris Renfro Passed Tim Kersch Cancelled Chris Renfro Passed Yes Yes Yes Yes Yes Passed Yes Passed Yes Complete Complete Reinspection Incomplete Passed No No No No No NOTES Created By Becky Falk TEXT Created Date JACK 760-840-0595 // HE SAID FIRE SIGNED 03/03/2023 OFF ON MARCH 3, 2023 03/08/2023 03/08/2023 BLDG-Final Inspection 205003-2023 Passed Chris Renfro Complete Monday, March 13, 2023 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Becky Falk Angie Teanio COMMENTS Passed Yes Yes Yes Yes Yes TEXT Created Date JACK 760-840-0595 // HE SAID FIRE SIGNED 03/03/2023 OFF ON MARCH 3, 2023 760-840-0595 Jack 03/07/2023 Page 2 of 2 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-0754) Permit Type: BLDG-Residential Application Date: 03/07/2022 Owner: TRUST ROWE ROBERT D AND JOHNSON KAREN L FAMILY TRUST Work Class: Second Dwelling Unit Issue Date: 07/15/2022 Subdivision: PARCEL MAP NO 18957 Status: Closed -Finaled Expiration Date: 06/14/2023 Address: 2799 CREST DR IVR Number: 39164 CARLSBAD, CA 92008-1505 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 07/18/2022 07/18/2022 BLDG-SW-Pre-Con 187109-2022 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/22/2022 08/22/2022 BLDG-11 189655-2022 Passed Chris Renfro Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/02/2022 09/02/2022 BLDG-14 190644-2022 Partial Pass Peter Dreibelbis Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Sub floor framing/ ok to sheet No 09/08/2022 09/08/2022 BLDG-14 190941-2022 Partial Pass Chris Renfro Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Floor sheathing completed. OK to frame Yes walls and roof 10/11/2022 10/1 1/2022 BLDG-15 Roof/ReRoof 193740-2022 Passed Tim Kersch Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/13/2022 10/12/2022 BLDG-15 Roof/ReRoof 194010-2022 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/25/2022 10/25/2022 BLDG-13 Shear 194959-2022 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/15/2022 11/15/2022 BLDG-84 Rough 196582-2022 Passed Chris Renfro Complete Combo(14,24,34,44) Monday, March 13, 2023 Page 1 of 2 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations Residential Addition Client Rob Rowe 2797 Crest Drive Carlsbad, CA 92008 Project Rowe ADU 2797 Crest Drive Car Pa RCE C57182, exp. 12/31/23 March 20, 2022 PCSD File#: 22-110 ... -. ,,,,; ,.,.J'• !__,. __ .........,....._. ,,.,.. ... i C•fvi',tu ,.s,,,.. 5,.,,. ~")" :r;,.,,,~uri,.,, Cf) 0 '<I' N ::::: w Cl <: a:: <: Cl w > 0 co <: ::::, 0 <: 0 -q" fl: ~ It) 0 (..) ...... <: c;> I-~ N Cl) lL NW (/) 0 fl:~ &! u ~- 0) ~ mo,~ g u~~8: ON ~ ON l.()0 Lt) -.:t N N-r---LC) t:::: 0 T""" (0 (0 I LC) N T""" N 0 N et: al 0 •• Paul Christenson San Diego Engineering 3529 Coastview Ct-Carlsbad, CA 92010 Telephone (760) 207-1885-Email: paul.pcsd@gmail.com --------------------------------------,, 1.0 Design Criteria: Rowe ADU 22-110 Code: Timber: 2019 California Building Code -ASCE 7-16 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " " Posts & Beams: DF-l #1 K Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Grade 24F-V8 (DF/DF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood I-Joists: TJI 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: LVL,PSL Compressive Strength @ 28 days per ASTM C39-96: Footings: fc = 2500 psi Grade Beams: f'c = 3000 psi Grade N-1 per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi @ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f'm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Batis & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) • >t~.d't ~ 1":i f,;,ij_F,-,Rl t?5 ,ru/f;,truzenJ'On 'ef nt Ifu:f" hfaeeru,J JOB 22-1 10 SHEET NO 2-OF CALCULATE□-B-Y--._P_S_C_ DA_T_E_3-/2_0..,../2_2_ CHECK BY DATE __ _ l·11t• ~-. ·-~:1..:j 3529 Coastview Ct-Carlsbad, CA 92010 SCALE f',.11t C,fvjtUn~ SA.n ~, ~"r"u·"", Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofmg 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. insulation and Misc. loL = !,LL= Total Load= 2.2 Roof (w/ ceiling) Roofmg 15/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists loL= I LL= Total Load= 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls !oL = l'.LL = Total Load= Exterior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs@ 16" o.c. 5/8" Gypsum Bd. Misc. 5.0 psf 1.5 psf 2.8 psf 2.8 psf 1.9 psf 14.0 psf 20.0 psf 34.0 psf 5.0 psf 1.5 psf 2.8 psf 1.7 psf l 1.0 psf 20.0 psf 31.0 psf 1.3 psf 2.8 psf l.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf l.1 psf 2.8 psf 0.6 psf 15.0 psf Interior Wall 112" Gyp. Bd. (2 Sides) 2x4 Studs@ 16" o.c. Misc. 4.6 psf 1.1 psf 2.3 psf 8.0 psf • ~ mJf:rn:ne.nJ'Oh dtllll rZfz'!J'o £,,JmeednJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 22-110 SHEET NO } OF CALCULATED BY PSC DAT-E-..,.3...,/2""'0...,.,/2,....,2,- CHECK BY ____ DATE __ _ SCALE Telephone (760) 207-1885-Email: paul.pcsd@gmail.com 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover Sheathing 2x F.J. 5/8" Gyp. Bd. Insulation and Misc. IoL = ILL= Total Load= 5.5 psf 2.3 psf 3.5 psf 2.8 psf 0.9 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = I 10 mph Exposure Cat = B Ps = AKzt•l*Ps30 (ASCE 7-16-Equation 28.5-1 ) P = 26.6 psf P = 16.0 psf (*0.6 -ASD) 2.7 Seismic SMs = 1.235 Sos = (2/3) SMs S05 = 0.823 Sos Cs = (R/1) Cs = 0.127 USE: V= 0.127 WoL ASD BASE SHEAR V Aso= 0.090 WoL (11.4.5) A = 1.00 (fig. 28.5.1-Ps3o-26.6 psf Kzt = 1.00 (fig. 26.8-1) I = 1.0 USGS APPLICATION s. = 1.029 s, = 0.375 Fa = 1.20 F = V 0.00 R = 6.5 T= 1.00 h0 = 25.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY s, <0.75 s, > 0.04 Ss> o.1, (I 1.6 ASCE 7-16) (I l.4.2 ASCE 7-16) (fig. 28.5-1) (table 1.5-2) T • = C, * ('n,;)°-75 = 0 .224 Ts = So/Sos= 0 k = l.0 :'.qn . 12.8-1 Not OI Ta<0.5 Seismic Design Category: D • 3/18/22, 12:38 PM Rowe 2797 Crest Dr, Carlsbad, CA 92008, USA Latitude, Longitude: 33.170213, -117.335434 C, La~ Flores Church Buena Vista.Way U.S. Seismic Design Maps ' ·_ -,t\~"' · · •,. ' \-\OS\°> ,1:J; :~tj, . D K_ Pai~ti!lg " OSHPD 1M( 'Z (I) 1 0 ~ 9 Gocgle Map data ©2022 Date Design Code Reference Document Risk Category Site Cius Type Value Ss 1.029 , S1 0.375 S1,15 1.235 S1,11 null -See Section 11.4 .8 Sos D.823 S01 null -See Section 11.4.8 ' \ ... ----· 'Type Value soc null -See Section 11.4.8 Fe 1.2 Fv null -See Section 11.4.8 PGA 0.451 FPGA 1.2 PGAM 0.542 TL 8 SsRT 1.029 SsUH 1.145 SsD 1.5 S1RT 0.375 S1UH 0.412 S1D 0.6 PGAd 0.52 t CRs 0.898 https://seismicmaps.org Description 3/18/2022, 12:38:28 PM ASCE7-16 II D -Default (See Sed ion 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric ssismic d8sign va.luB at D.2 ssrond SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEa peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (02 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. {0.2 second) Probabili6tic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acx:eleration) Mapped value of the risk coefficient at short periods 1/3 + 0 MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1 plece(s) 4 x 6 OF No.2 CNera!I Length: 6' 7' All locatlons are measured from the outside race or le1t support (or lert cantilever end). All dimensions are horizontal, .,, . .,_.,.__,, ~~~S.~11~tr1; ~)~ Adiiii•.~}:/ ~1~~~~~~ ~i'f;'::~(~--:f!f ~,. ;ft1.qf};;. ~~J ·••~':(tilWpa) $!-{•: ·1~~ l•.:: ;: ; Member Reaction (lbs) 1226@ 2· 7656 (3.50") Passed (16%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 946 @9" 2888 Passed (33%) 1.25 1.0 D + l.O Lr (All Spans) Moment (Ft-lbs) 1818 @ 3' 3 1/2" 2151 Passed (85%) 1.25 1.0 0 + 1.0 Lr {All Spans) Live Load Oe(I. {in) 0.093 @ 3' 3 1/2" 0.313 Passed (l/808\ --1.0 0 + l.O Lr (All Spans) Total Load Defl. {in) 0.165@ 3' 3 1/2" 0.417 Passed (l/455) --1.0 D + 1.0 Lr (All Spans) • ~ cr1terla . LL (L/240) and 1l (L/180). • Allowed moment does not rdlect the adjustment for the beam stability factor. • Al)l)licable calculatlons are based on NDS. 1 • COiumn • Of 3.50" 3.50' 1.50" S34 691 1225 81od<lng 2 -Column -Df 3.50" 3.50" 1.50' 534 691 1225 Blocklno • Blocking Panels are assumed to any no loads applied dl~y at,o,;e them and the run load Is applied to the member being designed. ~:~;~J?B1:, :i\J(¥£~~;~t~~t ~~\i~~~t~1-fffi}~;,:~t{~-~Jsf!~)~i;::1T:PJ{t1~:Ef-~1:}/?;~:~~;; Tq, Edge (Lu) 6' 7" o/c Bottom Edge (Lu) 6' 7" 0/C •Ma>dmum aftowablo bnldng inte,vals based on appled load. · 1:~i :·-<{~i' ,'~X,~ • .:~1'.f;:'1} i~:,.,. s. ._,-..,y/,-,; ,,,ui;t•~~i~ :1--~v..,. ,i:"'·;.~,*.:~_;-' ,. ' . ., ~ ..,,.~, PASSED 0 System : Roof Member Type : Oro!> Be.Im Bul\dincJ use : Residential 8ulldlno Code : !BC 2018 Deslgrl Methodology : ASD Member Pitch : 0/12 Weve,1,aeuser warrants that the slzJng rJ; Its products wiN be In acoordance with w..,..rt.aeuser product design cril!ena and published design values. Weve,hae.-expressly dlsclalms any ether warranties related to the JOltwan,. U... of this softwan, Is not lnl!endod to circumvent the need for• deoign professloral •• determined by the authority hoving Juri,diction, 'The des!-of record, builtl<r or framer Is responsllje to assure that this catc:uladon Is compaUble with the overi,il projeet. Accessor1es (Rim Boilrd, Blocking Panels and Squash Blocks) are not ~ by this software. Products manufactured at w~ facl!itleS are 1n1n>-pa,ty cen,nec, 10 SUSllllnatte forestrY stanoaras. '1'11!'/<!rllaeUser fllglneerecl tuntier ProQ.Jas nave Ileen eva1ua1e0 l:'f 1cc-I:S unoer evaiuanon reports esR-1153 ano l:5R-l3&7 ard/or tested In accordance with awticable ASTM standardS. For current COde evaluation reports, Weye!haeuser product literature and instailatlon detitllS rerer to www.weye,11aeuser.CDffl/woodproduds/documenHlbrary. The product applicatlon, Input deSign IOads, dlmensiOns and suR)Ort lnformadon have been provided t,y ForueWEB SOftware Operator l'ortleWl!I SoftwaNI Operator Job- Paul CIYistenson PCSD fn9neerlng (760) 207-1885 A paul.pesd~grnall.com 3/31/2022 9:06:37 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Rowe Page 1 / 1 • 0 m MEMBER REPORT Floor Framing, (FJ-1) Flr Jst 1 plece(s) 14ft TlI® 230@ 15• OC O-...erall L~ngth: 21' 9'' All kx:atlons are measured from the outside race/$ left: support (or left cantilever end). All dimensions are horizontal. Ill Oiltalan',Milufta',!1~-':-$0::=:~1. ''·r.;"i'.'.~~,:r~ ?;:\!,\~~)\: ~,;Hi~iJ•Y41W: -~''i.D,(i~ ~~{~) ; .. :.,:;~'}{:,~~l: Member Reaction (lbs) 790@ 2 1/2" 1183 (2.25') Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 776@ 3 1/2" 1945 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft·lbs) 4172@ 10' 10 1/2" 4990 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.453 @ 10' 10 1/2" 0.711 Passed (l/566) --1.0 D + 1.0 L (All Spans) Tot.al Load Dell. (In) 0.622 @ 10' 10 1/2" 1.067 Passed (l/411) --1.0 D + 1.0 L (All Spans) TI-Pro"' Rating 35 35 Passed • DeflectlOn c~tena: LL (l/360) and n (l/240). • ,\flowed moment does not ret1ect the adjustment for the beam stability facto-. • A structural analysis or the deck has not been performed, • Deflection analysis Is based on coml)Oslt:e action with a slnoie layer of 23/32" Weve<haetJser Edge'" Panel (24' Span Rating) that Is glued and nailed down. • Additional considerations for the 'TJ-l'ro'" Ra~ng Include: None. 2 -Slud waU • DF 3.50" 2.25' 1.75" 217 580 • RJm Board Is assumed to arry all loads applied directly above It, bypassing the member being dtsigned. Bottom Edge (Lu) 2.1' 7" 0/C •TJI )olsts are only analyzed using Maximum Allowa~ bracing solutlons. •Maximum alowable bracing Intervals based on applied load. l l/4"Rim lloard PASSED .. 0 System : Floor Member Type : Joist Building Use ; Resid,ntial 8UlldlnQ Code : !BC 2018 Design Methodology : ASD Weve,haeuser warrants that the sizing or Its products wlN be In il<XX>rdance with Weyerhaeuser product design alt:ena and published design values. W~ expressly disdalms any other warranties r!!lated to the software. Use of this software Is not Intended to circumvent the need for• design profl!sslonal as determined by the authority having Ju~sdJctlon. The designer or record, builder o-ttamer IS responsible to assure that this calculation Is compatit;e wtth the overall project. Aro!ssones (Rim Boaro, BloCklng Panels and Squash Bloeks) are not dtslgned by this software. Products manu!actlJred at Weyerhaeuser l'adWtles an, !him-party tffllfied to sustainable lorestry standards. Weyemaeuser Engir--ed Lumber Products have been evaluated by ICC·ES under evaluatloo reports ESR·ll53 and ESR· 1387 aoo/o-test!!d In acmnlance with applk:abl, A5™ standards. For am-ent code evaluation reports, Weyerhaeuser product literature and Installation details mer to www.weyemaeus,r.com/woodproducts/doaJm,nHtrary. n,, poduct applieallOn, Input design loads, dim,nslons and s'-"l)Olt Information have been prc,;;d,d by ForteWEB Software Operator Fot1aWEI Software Operator Job No!el ___ ... . --·--.. --. Paul Olr1st,nson PCSO Engineering (760) 207-1885 A paul.pcsd@Qmail.com ~crhacu.,er 3/31/2022 9:10:56 PM lITC ForteWEB v3.2, Engine: VB.2.0.17, Dat.a: VS.1.0.16 File Name: Rowe Pagel /1 ~FORTE'Em 0 MEMBER REPORT Floor Framing, (DJ-1) Deck Jst 1 plece(s) 2 x 8 DF No.2 @ 16" oc Overall l.ength: 10' I " All locatlons are measured from the outside face of left: support ( or left cantilever end). All dimensions are horizontal. -~~~~~',}.::.~~ t,iiil"'~· ~~"i; ~if'~~ ;1, ~-~*W,-:J.:;l:'."f?i F.~i ~:~1'.(~)Y;J..;?;1·;;;;~-Y; Member ReactJon (lbs) 494@ 2 1/2" 2109 c2.2s·J Passed (23%) -· 1.0 0 + 1.0 L (All Spans) Shear (lbs) 415@ 10 3/4' 1305 Passed (32%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-lbs) 1168@ 5' 1/2" 1360 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Oefl. (in) 0.206 @ 5' 1/2" 0.322 Passed (L/563) --1.0 0 + 1.0 L (All Spans) Total Load Oefl. (In) 0.258 @ 5' 1/2" 0.483 Passed (L/450) -· 1.0 D + 1.0 L (All Spans) TI-Pro'" Rating N/A N/A N/A -· N/A • DeftectJon crttena: LL (lJ360) and TL (lJ2-IO). • Allowed moment does not rellect the adjustment for the beam stability factor. • A 15% Increase In the moment c.apadty has been ad:led to acmunt for repetitive member usage. • Applicable <:.'lrulatlons are based on NOS. • No composite action between deck and )Olst was considered In analysis. • Rim Board Is assumed to cany all loads applied directly abo\le it. bypassing the member being designed. Top Edge (Lu) 6' 10· o/c Bottom Edge (Lu} g 11• O/C •Maldmum alowable bracing intervals based on applied load. {..\',•rl . ,, , , . -:' " 1:k PASSED + 0 System : Floor Memberl)'pe : Joist Bulldlnl) use : Residential Building COde : !BC 2018 Design Methodology ; ASO Weyemaeuser warrants that the sizing of Its l)'Oducts wtU be In accordance with Weyerhaeuser product design criteria and pullllshed deslgn values. Weyerhaeuser expressly disdalms any ottier warrantleS relat!!d to the Sllftware. Use of this software Is not lnl2nded to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or frame-Is n,sponsible ID assure that this calculation Is <Xl!rf8111:le with the overall prnjoct. Acces<ones (Rim Board, Bloddng Panels and Squash Blod<s) are not de<lQned by this software. Products manufacllred at Weyemaeusor facJHties are lhln:l·party certified ID sustalnallle forestry standards. Weyerhaeuser Engineered lumber Products have beeo evaluated by ICC·ES Lllder evalUllllon reports ESR-1153 and ESR-1387 and/or tested 111 aax>n:lance with applialble ASTM -.:lards. for cun-ent rode evaluatlofl reports, W~ser product ltenillJre and lnstallatlofl deli!lls refer to www.weyemaeuser.com/WOOdproductS,ldocument·lltrary. The pnxluct appllcatlon, Input design loeds, dimensions and support lnforTTlatlon hllve been provided by ForteWEB Software OperotOJ ForteWEI Software Operator JobNctes Pau Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@omall.com llt'eycrhaeuscr 3/31/2022 9:12:35 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Rowe Pagel/1 .. 0 MEMBER REPORT Floor Framing, (FB-1) Deck Bm 1 piece(s} 6 x 10 DF No.1 Overall Length: 11' 11· PASSED 0 All locations are measured from the outside face cl ten: support (or left cantllever end). All dimensions are horizontal. . lla.lulti(rt ?#~;: ~;·' ,¥,f--•~~t· li:r~\~~~~ ,~i/i•tf:l;/;/l~'if!. Member Reaction (lbs) 2060 @2" 12031 (3.50") Passed (17%) Shear (lbs) 1685 @ 1' 1" 5922 Passed (28%) Moment (Ft-lbs) 5799 @ 5' 11 1/2" 9307 Passed ( 62%) uve Load Den. (In) 0.184 @ 5' 11 1/2" 0.386 Passed (l/757) Total Load Defl. (In) 0.223 @ 5' 11 1/2" 0.579 Passed (l/624) • Deflection critena: Ll (l./360) and n (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber gradilg provislOns must be extended over the length of the member per NOS 4.2.5.5. • Appicable calculations are based on NOS. Bottom Edge (Lu) 11' 11• o/c •Maldmum allowablle brad1111 Intervals based on °""led load, ~t,Ulfef} - 1.00 1.00 ·- -· ~~I •i ,ljiir;,,'t"-"i'~'ito!;":-;'1i¼:{0): 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) System :Floor Member Type : Df0p Beam Building Use : ~tial Building Code : IBC 2018 Design ~ : ASD weye.--wamJnts that the sizing of Its products wNI be In acccrdonce with Weyemeeuser product design crlterlll and published design values. Weyert,aeuser e,qnssly disclaims any othe< warranties oelab!d.ll>.lhe.softwaa. . .J.Jse..of.ltlluoltware.Js. not.lntmdod.lD.mnimllll!lll.lhe lll!l!d lor.a.d,,.qq1ro-..Las.detennln01CU>(Jhe..authol1tv. ba\llno.l,ulisdlcllDn •. The..dllsiCJ>er.d ~,JJuilder« framer Js responsible ID assure that this calculallon ts cx,mpatible with the CM!l'llll project Acoessones (Rim Board, Bod<lng Panels and Squash lllod<s) are not designed by this software. Products manufictured at W~ fadlltles are third-party certified to sustalna~ forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated bv ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/Of tested In accordance with applicable ASTN standards. For current code evaluation reports, Weyemaeuser product literature and lnstallatlon details refer ID www.weyerhaellser.com/woodproducts/document-ibrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operatxi< forteWEII Softw•re Operator Job~ Paul Olnstenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmai.mm ~haeuscr 4/5/2022 4:30:31 PM lITC ForteWEB v3.2, Engine: VB.2.0.17, Data: VS.1.0.16 File Name: Rowe Page 1 / 1 - 0 ill MEMBER REPORT Floor Framing, (FB-2) Hdr Bm 1 piece{s) 6 x 8 DF No.1 Overall Length: 6' 7" PASSED + 0 !fil All locations are measured from the outside face or felt support (or left cantilever end). All dlmenSions are horizontal. •o..fan·~~!~fr.{!i+~ -~~~~Ai.tl.t-,~~~;;d ;t•f'~\~:f,: Member Reaction (lbs) 3096 @ 2" 12031 (3.50") Shear {lbs) 2234@ 11' 4675 Moment (Ft-lbs) 4592 @ 3' 3 1/2' 5156 Live Load Oen. {In) 0.066 @ 3' 3 1/2" 0.208 Total Load Oefl. (In) 0.104 @ 3' 3 1/2" 0.313 • Deflealon crttena: LL (l/360) and n (l/240). • Allowed moment does not reflect the adjustment for the beam su,bility factor. • ADl:lieable calculatlons are based on NOS. -.~;:1~;:}Jl~~('.: .. ;.Y,U)f,;,, Passed (26%) -- Passed (48%) 1.00 Passed· (89%) 1.00 Passed (L/999+) -- Passed (L/719) -- ~(-~ . ' . '"111•iM:'·~~.\ff;:'f~ r ,, . 1.0 D + 1.0 L {AU Spans) 1.0 D + 1.0 L {A/I Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Soans) 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : ~tlal Building Code : !BC 2018 Design Methodology : ASD • Blod<lng Panels are assumed to cany no loeds ll)l)lled directly above them and the full load Is llpplJed In the member being designed. Top Edge (Lu) 6' r o/c eoaom Edge (Lu) 6' r o/C •Maximum allowable bradng inte,v.,ls based on appled load. 0 -self Weight (PU') 1 -Unifurm (PLF) Weyerhaeuser wammlS 1hat the sizing of ilS products will be In accordance with Weyerhaeuser product design aiterta and published design values. Weyemae..ser expressly dtsclalms any otne,-warranties ,eta~ to 1he software. Use of this softwa,., Is not Intended to cln:unwent 11,e need lo, a design professional as d<!lermlned by 11,e authortty having jurt5<1ction. The deslo-,er of record, builder o, framer Is responsible to assure that this cak:ulaUon Is coml)ilUble with the overall project. Accessories (Rim Bo!lrd, Blocklng Panels and Squash Blocks) are not designed by this software. Products manufactured at · weye,t,aeu..,,..fllcllllles"are-1hlro-l)alty"cenlflect"OO·soSQlnallle·foresny·stan<1ards. weyemaeuser tnglneeml t.umber Pr0Clucts t.,ve1Jeerrevaluatedvy ICC-~ uroer·e-,a1uanon·repons ?SR•ll53·aro l:SIM387 &M/or tested in accoroance with applicable ASTM standard$. For ru-rent code evaluatiOn reportS, Weyemaeuser product literature and lnstallatlon deti!lls <?fer to www,weyemal!User.com/woodproducts/document-llbrary. The product appllcalion, Input deSlgn loads, dimenoionS and support lnlcrmatlOn ha,;e been proyided by ForteWEB So!tware Operator FoneWEI SOl\ware O!><nll>r JobN- Paul Christemon PCSD Engineering (760) 207-1885 A paul.pc:;d@gmai.com Weyerhaeuser 4/5/2022 4:32:32 PM UTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VS.1.0.16 File Name: Rowe Page 1 / 1 0 MEMBER REPORT Floor Framing, (FB-3) Hdr Bm 1 piece(s) 6 x 8 OF No.2 Overall Length: 6' 7" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. -0.dn~•<r1'<='·~?}'.,.,~,-~o~r::•.0''1.,;'.•~,'~:~l~"°'ii;';$,x:');~·.,,,,if~t ~icU1'11··-.,c~):ti~'!-..ft~,.6,,;_.:'- Member Reaction (lbs) 2102@ 2" 12031 (3.50") Passed (17%) •• 1.0 D + LO Lr (All Spans) Shear (lbs) 1516 @ 11" 5844 Passed (26%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment'(Ft·lbs) 3117@ 3' 3 1/2" 4028 Passed (77%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Def!. (In) 0.038 @ 3' 3 1/2" 0.208 Passed (L./999+) •. 1.0 D + 1.0 Lr (All Spans) Total Load Deft (In) 0.087 @ 3' 3 1/2" 0.313 Passed (L/860) •. 1.0 D + 1.0 Lr (All Spans) • Dellectlon criteria: LL (L/360) and n (l/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A!lllllcable cakulatlons are ba~ on NOS. 2 • Colu,m • OF 3.50" 3.50" 1.50" Bloddng • 91oddng Panels are assumed 1D carry no loads apl)lled clrectly above lhem and the 1\,11 load Is applied 1D the member being designed. Top Edge (tu) Botl0m Edge (Lu) •Ma>dmum allowable bracing ln~s based on 1J:4liled load. PASSED .. 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : lBC 2018 Design Methodology : ASO W~ wamints that the sizing of Its products wiU be In acmrdance with Weyerhaeuser prodJct design olteria and published design values. WeyerhaeUSI!< expressly disclaims any ottier wamintles ~ to the softwere. use of this software ts not Intended to circumvent the need for• design proft:ssional as determined bv the authority havtng Jurisdiction. The clesJoner of record, bullder or h'amer 1s responslble to assure that this calculation Is oompaUble with the overall project, Accessories (Rim Boord, Blocking Panels and Squash Blocks) arc not designed by this software. Products manufllctured at Weyerteeuserllldilllesllre-tlllrd-po,tycertllled·txnostl!lnatlle-'fo<cstry"standords;W~ l:nglneeml l.llrrber Products 1-'becn ·evaluoted·by lCC·l:S underevaluallon reports l:Sl\-ll~ and 1:51\-1387 ar,d/or testl!d In aca>rdance with aJ:4)1lcable A5™ standards. For OJrrent code evallliltlon ~rts. Weyerhaeuser product literature anel lnstaflatlon details refer to www.wev,,,maeuser.oom/woodprodud:s/document·libraty. The product appllattlon, if-.,ut ~ loiKb, <Jmemlom !IOd ,upport Information have been pro'lided by Fort.eWE6 Software ~ fortewt!I Software Open,IDr lob~ Paul Christenson PCSO Englneerlno (760) 207-1885 paul.pcsd@gmall.com 4/6/2022 4:15:55 PM UTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VB.1.0.16 File Name: Rowe Page 1 / 1 + 0 MEMBER REPORT Floor Framing, (FB-4) Fir Bm 2 piece(s) 13/4" x 14" 2.0E Microllam® LVL All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. ·DillllariZMIUffi';\~,: ~~ ~;,t•> I;~$_;-~· (:iclil.ieif'.'l'J ~}J~lfil~t· l~?,tf:\t f.~~;· '~'..~.f 1-ii. "' ... ~ .... j :t?$,;;·$;~~t,~;.~-~J: Member Reaction (lbs) 3356 @2" 9188 (3.50") Passed (37%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 2563 @ 1' 5 1/2" 9310 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment" (Ff-lbs) 9797@6' 2" 24258 Passed· (40%) 1.00 · 1.0 D + 1.0 L (All Spans) Live Load Defl. (In) 0.113@ 6' 2" 0.400 Passed (l./999+) --1.0 D + 1.0 L (All Spans) Total Load Def!. {In) 0.182@ 6' 2" 0.600 Passed (l./793) --1.0 D + 1.0 L (All Spans) • Dl!flectjon crtte,1a: LL (LJ360) and n (l./240). • Allowed moment does not reflect the adjustment for the beam slablllty factor. • Blocking Panels are assumed to carry no loads appiecl directly above them and the Ml load Is appiecl lX> the member being Cleslgned. 8ottcm Edge (Lu) 12' 4" o/c •Maldmum allowable bracing Intervals based on applied load. l • Uniform (PLF) PASSED 11}/ 0 System : Aoor Member Type : Drop Beam Building Use : Resldentlal Building Code : rec 201s Design Methodology : ASO Weyerhaeuser wammts that the sizing of Its products will be in accordance with Weyemaeuser product design criteria Md published de5Jgn values. Weyemaeuser expressly dlsdalms any other warranties retatl!d to the software. USe of this software Is not Intended to drcllll-the need for a design professlonaf as t1etermlne:l tJf the authortty llavtng Jur1sdictlon. nie de5'gier of record, builder or framer ts responslble to assure 1hat this calcullltlon Is compatible with !hi! =n•II project. Accessories (Rim Soard, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are t11lrd-party certified to SUS!illnable forestry slilndards. Weyerhaeuser Engineered liJrroer Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 · ar,d/r:r-·1rr-accon1ancewttrrappll~·ASJM·sundards. Porcurrenrcooe·-reports, Weyemaeuser-praluct1-re-and1nstallat10,rdetalls·mer·10 www.weyemaeuser.co,rvwoodprodocts/document•Nbrary. Tile Jro(luct a~lcatlon. lnDUt design klllds, dimensions and sulll)()lt lnformadon have been proytded by ForteWEB Software Operator FolteWEI Software °"8'llllllr JobN«- Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmall.com '\l;'cycrhacu.sc.r 4/6/2022 4:18:02 PM lJTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VB.1.0.16 File Name: Rowe Page 1 / 1 MEMBER REPORT Floor Framing, (FB-5) Ar Bm PASSED 1 piece(s) 7" x 14" 2.2E Parallam® PSL \\f O-.,erafl L!:ngth: 20' 1' + 0 0 m [fil All locations are measured from the outside face of lelt support (or left cantilever end). All dimensions are horizontal. Oilsfan ~,l ,~;/,::, :-:i;,t,.....••~ ,t·i ,'~"~,~~-'.; ~•i); tl;:~1~;~ Member Reaction (lbs) 9295@ 2· 15313 (3.50") Passed (61%) Shear (lbs) 7945 @ 1' 5 1/2" 18947 Passed ( 42%) Moment (Ft-lbs) 45131 @ 10' 1/2" 54324 Passed (83%) Live Load Oen. (In) 0.615 @ 10' 1/2" 0.658 Passed (L.'386) Total Load Dell. (In) 0.948 @ 10' 1/2" 0.988 Passed (L.'250) • Deflectton cnterta: LL (l/360) and n (l/240). • Allowed moment doe, not reflect the adjustment for the t>e.,m stablHty factor. • Member should be side~oaded from both sides of the member or braced to prevent rotatlon. Top Edge (Lu) Bottom Edge (Lu) 20' 1' o/c •Maximum allowable bracing Intervals based on ai:1llled load. ,;·,bifi,' ·- 1.00 1.00 ·- ·- ~'"~r( 11. •• .~_,...:: .. ~-:~~½l~l!}ti{ ,lf': 1.0 D + 1.0 L (All Spans) 1.0 O + 1.0 L (All Spans) 1.0 0 + 1.0 L (All Spans) 1.0 0 + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Bolleling Code : lBC 2018 Design Methodology : ASD We,emaeuser wamtnts that the sizing of Its products wlH be In acrordance with Wevert,aeuser product design criteria and published design values. Weyemaeuser expressly dsclaims any olher warranties n!lat:ed to the softwaro. use of this software Is not In-to circumvent the need for a d@siOn ,:,ofessk)nal as determlnEd by the authority having juMsdlctlon. The deslgnor of recO<d, builder or framer Is responsible to ossure that this calculatlon Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blod<s) are not ~ by this softwaro. Procfocts manufactu-ed at Weyemoeuserfacllillenre·tt,;rct-,,arty-cerllftectto-suSlalnat:ile'fore517y-stanclards:Weyemaeuser ~ I.Umber Products 1lave1>een-evaluat2d'by 1CC•1:S underev11luallorn eporb ESR-1153-.ncl ESR·l387 llOd/or tested In ICC0f'dana, wllh appllcab4e ASTM standards. for current code evaluation reports, Weyemaeuser product literawre and lnstalatlon details refer to www.weyemaeuser.com/woodproducts/document➔ibrary. The product eppllcatlon, Input dcolgo load,, dlmen,lono end ,upport lnfonnotlon have been provided t,r fortcWE8 Software Operator ForteWl!I Software Ooera1lor .Job- Paul Christenson PCSD Engineering (760) 207-1885 A paul.pc:sd@gmall.com Weyerhaeuser 4/6/2022 4:21:43 PM UTC FOrteWEB v3.2, Engine: VS.2.0.17, Data: VB.1.0.16 File Name: Rowe Page 1 / 1 '-IFORTE'E ill MEMBER REPORT Floor Framing, (FB-6) Hdr Bm 1 piece(s) 6 x 16 OF No.1 Overall l ~ngth: 16' 7" 16' All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ·De51gn;Results ,:,,· • 1"' -~ .• ,:.,, .~ \ ·• ~-A~I O ~6!!itJ !,;'. if;\. ~no,;,;.t,...J. .~ult,;~·~;:,'!:';:;;,.,~ k', L.DF;,i, ).;Q\'d~ conibtnatl~n CP•~er;i,J" Member Reaction (lbs) 5473@ 2" 12031 (3.50") Passed (45%) .. 1.0 D + 0.7 E (All Spans) Shear (lbs) 4937 @ 1' 7" 15459 Passed (32%) 1.60 t.0 D + 0.7 E (All Spans) Moment (Ft·lbs) 17943 ~ 8' 3 1/2" 30103 Passed (60%) 1.25 1.0 D + 1.0 l((Ali Spans) Uve Load Oefl. (in) 0.118 @ 8' 3 1/2' 0.542 Passed (L/999 +) .. 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.312 @ 8' 3 1/2' 0.813 Passed (L/624) .. l .0 D + 1.0 Lr (All Spans) • Deflection crtteria: u (1./360) and TL (1./240). • Allowed moment does not reflect the adjustment for the beam stabiUty factX>r. • -981 lbs uplift at support located at z•. Strapping or other restraint may be required. • Lumber gradi119 provisions must be extended over the length of the member per NOS 4.2.5.5. • Applicable calculatlons are based on NOS. ff1~\~1.',~-~ 3,50" 3.50" 1.59" 2808 332 1700 3808/-3808 8f::· Blocking 2 • Column • Df 3.50" 3.50" 1.50" 2808 332 1700 804/-804 5='' Blocking • Blocking Panels are assumed to carry no loads applied directly abovo them and the full load Is applied to the member being designed. Topf~(lu) BoltDm Edge (Lu) 16' 7" o/c •Maximum allowable bracing intervals based on applied load, ·,,:<.,,_ .. \:;~t ver,tj PASSED l~ 0 System : Aoor Member Type : Drop Beam Butldlno Use : Residential Building Code : !BC 2018 Design Mett,odology : ASD Weyerhaeuser warrants tllat the siring of Its prodUdS wHI be In accordance with Weyerhaeuser product design crttena and published design values.-Weyerhaeuser expressly disd<llms any other wam,ntles related to the soltWare. Use or this software Is not intended to drwmvent the need for a design professional as determined by the authonty having Jurisdiction. 1lie designer <:J record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Acressor1es (Rim Board, Bloeklng Panels and Squash BIOCl<s) are not designed by this software. ProductS manuractlJred at Weyerhaeuser facilities are lhlrd•party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by !CC·ES under evaluation reportS ESR· 1153 and ESR· 1387 and/or tesll!d in accoroance with applicable ASTM standards. For current code evaluation reportS, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproduct:s/document-library. The product appllcatioo, Input design loads, dimenslOns and support Information have been provided by ForteWES Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd~{Jmall.com A WeytrhacuS<r 4/6/2022 4:25:02 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Rowe Pagel /1 ;-···4!~;:,<~ .. ~·:· p,,._,,.z.e,t,..,;.,u,.,-u~~, r...,,KU.,i.t" ?,ru/f;,tn.den.FOh 'eftm ~JO PnfaeerurJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.0 Lateral Design & Analysis (Two-Story) JOB 22-110 l~ OF ___ _ PSC DATE 3/20/22 DATE SHEET NO CALCULATED BY CHECK BY SCALE --------- Wind: P = A Kzt I psJo A= 1.00 (A~Ct 7-16 • f.quauon 2• S-1) (Iiµ. 28 S 1-1) (fig 26.x) (fig ,!ij 5-1 > (lAble 1 4i-2) Seismic: V = C5 W DL s.= 1.029 (ASCE 7-16· Eqn 12.8-2) S1 = 0.375 Kzt = 1.0 F. = 1.2 Fv= 0.0 PsJO ; 26.6 psf R = 6.50 J = l.00 I = 1.0 V = 0.090 * Wt * p {p -Redundancy) P = 16.0 psf Criteria Each Story Resists > 35% Base Shear: Wind Loads Any Shear Wall w/ (h/1)>1.0 is < 33% Stol)' Force: P = 16.0 psfx Trib Area Roof Level Direction: Direction: 2nd Floor Level Direction: Direction: Roof Weight Roof Wt. Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = Floor Weight Diaphragm = Exterior Wall Wt = Interior Wall Wt = l st Flr. Roof Wt. = N I S = 16.0 psf X 281 sq. ft.= E /W = 16.0 psf X 378 sq. ft.= N / S = 16.0 psf X 323 sq. ft.= E/W = 16.0 psf X 459 sq. ft.= 11.0 psf x 1396 sq. ft. = 15356 lbs. 15.0 psf x 556 sq. ft. = 8340 lbs. 8.0 psf x 477 sq. ft.= 3816 lbs. 4.0 psf x 1163 sq. ft.= 4652 lbs. ------Total Trib. WR = 32 164 lbs. 15.0psfx 1389 sq. ft. = 20835 lbs. 15.0psfx 1172 sq. ft. = 17580 lbs. 8.0 psf X 1004 sq. ft. = 8032 lbs. 14.0 psf X 0 sq. ft. = 0 lbs. Total Trib. WR = 46447 lbs. Total Seismic Dead Load: Wt = 78611 lbs. ASD Base Shear: V = 0.090 * Wt= 7111 lbs. 4485 lbs. 6033 lbs. 51 55 lbs. 7326 lbs. p = 1st Story 2nd Story satisfied satisfied satisfied not satisfied I 1.3 JOB 22-110 SHEET NO \'\ OF ----~ ,u/f;,tr/.rten.rcn ';!m, ,DUJJ" bfaeen~ CALCULATED BY PSC DATE 3/20/22 CHECK BY ____ DATE __ _ 3529 Coastview Ct• Carlsbad, CA 92010 SCALE Telephone (760) 207-1885 • Email: paul.pcsd@gmail.com Roof .Diautiragm: N /S Direction E /W Direction V= 5368 lbs. V = 6033 lbs. A = 1396 sq. ft A= 1396 sq. ft f =V/A= p 3.85 psf f =V/A= p 4.32 psf Floor DiaJ!hraa,m~ N I S Direction E /W Direction V= 5155 lbs. V= 7326 lbs. A= 1389 sq. ft A= 1389 sq. ft f =V/A= p 3.71 psf f =VIA= p 5.27 psf Seismic Lateral Distribution V = 7111 lbs. • p F V Level Wx h, Wx hx (lbs) (ft) (lbs-ft) (lbs) (lbs) Roof 32164 20 643280 5368 5368 2nd Floor 46447 10 464470 0.419 2982 8350 1107750 1.000 8350 . ~ f',1 .-:, .. ..,,1,.. ... , ., ..:.r~-_j ~,u_/f;,trtAehJ'Oh 'ef1.11 oDiyo bfaeermJ 3529 Coastview Ct-Carlsbad, CA 92010 JOB SHEET NO CALCULATED BY CHECK BY SCALE p.,,,t r.Jui,u"'~" ,,;"-" r:>u.r ~in.uri~ Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis -2nd Story Shear Walls N I S E/W Gridline LengthofShearwalls Total Wall Ht. Type Gridline Length of Shearwalls Total 1,2 19 15 34.0 9 s A 5 6 II 3,4 15 8 JI 33.5 9 s C 5 4.5 0.0 I) 3 3 6 0.0 0 0.0 0 0.0 F SE 0 0.0 F E 0 0.0 F SE 0 0.0 FA E 0 0.0 FA E 0 22-110 ~r OF PSC DATE 3/20/22 DATE Wall Ht. Type 9 s 9 D 9 A 0 #DJ 10! # V/0! #D /0! # V/0! #D /0! ~ ,uf f:rrl.de.n""'.n el'"' ,t;;~o bfaeerbtf 3529 Coastview Ct -Carlsbad, CA 9201 0 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Desmn & Analysis (cont.) Gridline @ 50 % ( 5368 X 0.50 2684 #) 2684 lbs. V = 34 ft. 79 plf OTF 711 lbs. ~w.Ll.U,•'1"-L, .. 'li) • \'i·fl, ,-.1• )'4.PP<.0 Gridline G 50 % ( 5368 X 0.50 2684 #) 2684 lbs V = 33.5 ft. 80 plf OTF = 72!.l lbs. u,,.,..,l..,l.tlc--•l\.f.lu'\}• \fl'L .::.S't~>\\QP l11"!lv JOB 22-110 SHEET NO l~ OF CALCULATED BY PSC DATE 3/20/22 CHECK BY DATE SCALE LG ~ $' ,u/f;",t~.rcn ;J,.,, cV~o JOB 22-110 SHEET NO \J OF :&faeem1J CALCULATED BY PSC DATE 3/20/22 CHECK BY DATE A{W k,.; ·,, ·-1 3529 Coastview Ct· Carlsbad, CA 92010 SCALE ~~ p,.,..t M,..tii~"" .s,_,,. PwuJ, Telephone (760) 207-1885 -Email: pauLpcsd@gmail.com z..,; ....... .., 5.1 Lateral Design & Analysis (cont.) Gridline ~ 30 % ( 6033 X 0.30 1810 #) 1810 lbs. & V = II ft. 165 plf OTr 1481 lbs. MST37 Gridline © 50 % ( 6033 X 0.50 3016 # ) 3016 lbs. V = 4.5 ft. 670 plf OTF 6033 lbs. MST72 Gridline ~ 20 % 6033 X 0.20 1207 #) 1207 lbs. LG V = 6 ft. 201 plf OTF 1810 lbs. MST37 . ; . ~½~, 01 ~ ,u/f;,f'r/.de:n.,.,,n -;J'n, ~J" :£,,peermJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 22-1 10 \i OF ___ _ PSC DATE DATE 3/20/22 SHEET NO CALCULATED BY CHECK BY SCALE -----------~>..,, -~ ..t PMd C..kt'i1t:vu111 :SAK r,,:,,, r._,.,.,,,...,, Telephone (760) 207-1885 -Email: pauLpcsd@grnaiLcom 5.2 Lateral Design & Analysis -1st Story Shear Walls N /S E /W Gridline Length of Shean.valls Total Wall Ht. Type Gridline Length of Shearwalls Total Wall Ht. Type 1,2 9 9 5 5 27 10 ' A 5 . S" 10 ~ 3,4 5 6 4 5 18.6 10 2-C 5 4.5 10 Ll-'l·'t ) 0 D 9 9 18.6 10 \ 0 0 0 0 0 0 # O! 0 #D ~/0! 0 #DI /0! 0 #0 •V/0! 0 # /0! 0 #□ V/0! 0 #D /0! 0 #D v101 0 #Dl /0! 0 # /0! ~ ,u/f;',tr/.den,cut ';Jlfllt .ZZ!?., bJineerhtJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885-Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis (cont) Gridline (B) 50 % 5155 X 0.50 = 2578 #) 2578 lbs. + 2684 Ii• ~ V = 27 ft. 195 plf. L~'\.7t' l7I ,;. I .t. OTF 1949 lbs. ti..w Gridline @ 50 % 5155 X 0.50 = 2578 #) 2578 lbs. + 2684 plf ~ l ti~ V = 18.6 ft. 283 --\:L. OTF 2829 lbs. t.~ JOB 22-110 SHEET NO ft OF CALCULATED BY PSC DAT_E_3_/-20-/2_2_ CHECK BY ____ DATE __ _ SCALE . HDU2 ~ ?,u/f;,+n'dm,,o.n ';In, :fktyo JOB 22-110 SHEET NO lo · OF bfaeemtJ CALCULATED BY PSC DATE 3/20/22 CHECK BY DATE ~ 3529 Coastview Ct -Carlsbad, CA 92010 SCALE ~-\J;,,;!L:'_ ... •; r,.,.,'f:;'!1!.~~1>u,, Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis (cont.) Gridline ~ 30 % ( 7326 X 0.30 2198 #) 2198 lbs. + 1810 & V = s ft. Yi!. plf ~ {lf.9,- \4L \.t P"f/ OTF 4008 lbs. Gridline © 50 % ( 7326 X 0.50 3663 #) 3663 lbs. + 3016 ~L ~ V = 4.5 ft. 1237 plf '1\oE, OTF 12368 lbs. "00,1 Gridline G 20 % 7326 X 0.20 1465 #) 1465 lbs. + 1207 & V = 18.6 ft. 144 plt' OTF 1437 lbs. I-IDU2 / f\\\)2, JOB 22;110 ~,u/7:A"'rl.nen.ron 'ef llll ,tj,,'!f" £peer1nJ SHEET NO u OF Ll ----CALCULATED BY PSC DATE 3/20/22 CHECK BY DATE 3529 Coastview Ct -Carlsbad, CA 92010 SCALE Telephone (760) 207-1885 -Email: paut.pcsd@gmail.com ·6;0·FOUNDATION·DESIGN 6.1 CONTINUOUS FOOTING w = 1125 plf ASBP = 1500 psf width = .....!...!11... plf 1500 psf 0.75 ft (MIN.) => 9 INCHES (MIN.) ( E) 15 11 WIDE CONTIN. FTG WI I -# 4 TOP AND BOTTOM & EMBED. 18 11 INTO UNDJSTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING P0u = 1500 • ~ • ~ 12 12 Pa11= 7500 lbs 2(0+6) 6.3 PAD DESIGN PAD SIZE LOAD Pl T8 ""SQUARE x TS." THK Pmax = T 500 • WI 3 -# 4 EACH WAY p = max 3375 lbs P2 24 "SQUARE x 18 ''THK P,nox = 1500 * WI 3 -# 4 EACHWAY p = ma>< 6000 lbs P3 32 "SQUAREx 18 "THK p = mnx 1500 * WI 4 -# 4 EACHWAY P max = 10667 lbs ""22 2 2 3 2 --- 1. SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION As an alternative method, the STANDARD METHOD found in ARTICLE 220 of the National Electric Code, may be used GENERAL LIGHTING LOADS Dwelling m s sq. ft. x 3 VA= 220-3(a) 3414 VA Small appliance loads -220-16(a) 1500 VA x -=-2 ___ circuits= 3000 VA Laundry load -220-16(b) 150.0 VA x 1500 circuits = 1soo VA General Lighting Tota1 __ 7_91_4 __ VA 2. COOKING EQUIPMENT LOADS -Nameplate Value Range sooo VA = Cooktop ______ VA= --"sooo="-__ VA ____ VA ____ VA Oven(s) ______ VA= Cooking Equipment Total __ sooo ___ VA 3. ELECTRIC DRYER 220-18 (Nameplate, 5000 VA minimum) Dryer 5000 VA = 4. FIXED APPLIANCE LOADS 230-30 (b) (3) Dishwasher = Disposal= Compactor= Water Heater = Hydromassage Bathtub = Microwave Oven = Built-in Vacuum = = Dryer Total _ ___;,sooo~_ VA 600 VA soo VA ____ VA ____ VA ____ VA ____ VA 1000 VA ____ VA ------Fixed Appliance Total 2100 VA 5. OPTIONAL SUBTOTAL (Add all of the above totals) _..;;.20:;..:,000;.:;.;;...._ VA 6. APPLYING DEMAND FACTORS-TABLE 220-30 First 10,000 VA x 100% = 10,000 VA Optional Subtotal (from line 5) { Remaining 10000 VAx40%= 4000 VA 7. HEATING OR AC LOAD -TABLE 220-30 Larger of the Heating or AC Load = 4000 VA 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) = 18000 VA 9. MINIMUM SERVICE SIZE = Optional Loads Total = 75 Ampere 240 Volt (Please put total on front of card under Computed Load) ~O\N'E--Ab W t:>tJ~ l,INe-, ~IAG{ ~1-1 ~7"14 ~ ~1'\lf;., ~t2-t,;;,~ vA I ~-G:-,~~ -07~4 I ~f Single line METER :.-MAIN SERVICE (E) <: <. ' --m------- sdge 120/240V 22KIA 200A ) 2POLE L ) 200A , 2POLI:; ' IOOA PNLl ,. 2POLE(N) ----+--3/0-3 W/#4 EG NMC (E) #2-3 W/#6 EG ~N-1 NMC(N) C \ l ' (N) Llrwrence Electrical Contn1alnr 2963 Jaru Colle Escondido, CA 92027 CllH76067 PNLC 4. • PNL] _;) note Descri Dtlon Amps Cir# A BEDROOM LIVING ROOM WASHER DRYER . ' BATH RCPT Total A(VA) Tocal B (VA) 15 15 20 30 30 l 200 3 s 800 7 9 5000 u 13 15 17 19 21 23 2S XJ 29 31 33 35 37 39 7800 B 600 200 1000 400 --5000 400 800 1000 SUBTOTAL 7800 X0.25 LCL TOTAL (VA) 7800 Cir# Amps 2 4 6 s 10 12 14 16 18 20 :u 24 26 28 30 32 34 36 38 40 Voltage Amps Phase Descrintion DISHWASHER MICROWAVE APPLIANCE RECPT APPLIANCE RECPT 2 FAU I TOTAL AMPS 120/240 100 1 note 65 C City of Carlsbad CIRCUIT CARD 8-36 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov THJS CARD MUST BE FILLED OUT AND AV AJLABLE AT THE SERVICE EO UlPMENT FOR THE ROUGH INSPECTION Address: Permit Number: Owner: I Phone: Area in Sq. Ft. Contractor: LE.C. I Phone: 760-822-7903 1138 PANEL: C Z2K A.I.C. VOLTS 120/240 0 I WIRE LOCATION CKT BKR WIRE MISC REC REC LTG MISC WIRE BKR CKT LOCATION SIZE SIZE TYPE SIZE TYPE SIZE BEDROOM 1 15 14 NMC 10 8 2 I.NINGRM 3 15 14 NMC " 15 4 WASHER 5 20 12 MNC 1 6 DRYFR 7 30 ,n NMC 1 8 . 9 10 BATH 11 20 12 NMC 3 12 DISHWASHER 13 20 12 NMC I 14 MICROWAVE 15 20 12 NMC 1 16 APPUANCE I 17 20 12 NMC 4 18 APPUANCE2 19 20 12 NMC 4 20 FAU 21 15 14 NMC 1 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 I 40 41 42 MAIN:□ AMP BRK/FUSE O MLO Computed Load AMPS BUS: AMP See Celcu/alion Worlcsheet on back Service entrance or feeder conductors: Branch circuits required: A) Size: No. B) Type: 0 CU O AL A) Lighting Circuits 220 -3(b), 4(d) B) Two Small Appliance Circuits 210-11(8) C) lnsulatlon: D) Conduit Size: ___ C) Laundry Circuit 220-16(b) Service ground/bond: D) Central Heating Equipment 422-12 A) Size: N6. B) Type: 0 CU O AL E) Bathroom 210 • 52(d) C) Clamp locatlon(s): D UFER 250 -50(c) Remarks: D Water Pipe 250-104 D Ground Rod 250-52 D GFCI locations 210-8, 680 -70: I certify that all terminations have been torqued In accordance with manufacturer's D Bathroom(s) D Kitchen instructions and that the work shown on this circuit card represents the full extent of D Garage(s) □Hydromassage Tub the work performed under this permit.~ D Outdoors D ilfOwner ~o>,e .. , Ro AFCI Protected Circ. 210-12 ~ Contractor F..f} al( .A• IAU D Bedroom(s) ~lgned/~/r-v. __ /.P Date -: .,,, I '---;, 7 I \I f , -l / ..._,,, '-"' J B-36 Page 1 of 2 Rev. 05/22 ' STONE TRUSS CITYJ&. 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 Rowe ADU 2797 Crest Dr. Carlsbad, CA. 92008 CBR2022-0754 2799 CREST OR OU ABOVE GARAGE// 240 s ROWE 1,13BSF ATTACHED A PATIO 1561524500 5/6/2022 CBR2022-0754 24' 6" 20' 5" _! F I A06 I I 001 I DO / V J> S! ✓ V '§ L L ~ BC OJ OJ (7) 0 0 01 / OJ N I ~ / / N "' ~ "" "l ,; I ""' V "" "" l~ "' / ~ ~ I'-. "" I"'-(") J> 0 ~ '-/ "" DO I""-~ r'3"l ~ V I 012 /\ \ A01 D01 ""-L/ / 1..,, ~~~~~ ~E t9i~·R ::0 """en I ~C);2g. 8 ~-W~ ~·:::s 5g. ,, 24' 6" 3:'° a z 0 No, -< ~J ~~ m ~"' ~ :::f ~ l "' ~ -rH -::;..,.:t ~~ ~~ ¾ NOS~~ ,.f" -lf-!:1331\\f;)~~ I1:i!S 1S A I&ISS PLACEMENT DIAGRAM mlil'. 0 [ ¥ ¥ Roof Truss Layout O' ~ "' NOTK:E TO IUl.OtNG OfFKI.\I.S, AACHITECHTS,. ANO lNGINHRS. "" ~ <i5' =-,.....,.,..,...,, ~,,. ·•-,,..., .. ,r...,,,u.TV"IO.;n1o.111, :, Stone Truss "' ~ ~ Rowe ADU ,t!~~ "' 507 Jones RD 0 -f .f ,f i 0 2797 Crest Dr Oceanside, CA 92058 "' M ~ N Carlsbad CA 760-967-6171 760-967-6171 _,_ ... ~u.-92008 Stone Truss.com Mli. Milek* Re: 220541-A Rowe ADU MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below 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: K 11 726399 thru K 11 7264 13 My license renewal date for the state of California is September 30, 2022. May4,2022 Zhao, Xiaoming 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 Milek 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. Milek 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 Truss Truss Type Qty Ply Rowe ADU K11726399 220541-A A01 Common Girder 1 1 Job Reference tontional' Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S ¾Jr 27 2022 Prtnt 8.530 S Apr 27 2022 Milek lnduslrtes, Inc. Wed May 04 12:35:19 ID:qm3q3hXEGGkSw_jNTDGCwtzJuFI-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 11-11-8 11-11-8 4x4a 't M ,.._ ,;, J, 0 42 43 ,.._ <O '? "' ,;, ,;, ..,. r-;-"' ~ 0 ,.:, 0 ,.:, u 30 29 28 27 26 25 24 23 22 20-1-8 Scale = 1 :44.8 Plate Offsets (X, Y): [6:0-2-0,0-0-8], [9:0-2-0,0-0-15], [14:0-5-0,0-1-4], [19:0-1-12,0-1-4], [34:0-1-12,0-1-0], [48:0-2-0,0-0-8] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a TCDL 10.0 LumberDOL 1.25 BC 0.14 Vert(TL} n/a BCLL a.a· Rep Stress I ncr NO WB 0.11 Horiz(TL) 0.00 BCDL 7.0 Code IBC2018/TPl2014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD REACTIONS FORCES 2X4 DF No.1 &Bir G 2X4 DF No.1 &Btr G 2X4 DF Std G 2X4 DF Std G Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. (lb/size) Max Horiz Max Uplift Max Grav 1=47/20-1-8, 16=46/20-1-8, 17=102120-1-8, 18=97/20-1-8, 20=98/20-1-8, 21 =97 /20-1-8, 22=105/20-1-8, 23=98120-1-8, 24=104/20-1-8, 25=97/20-1-8, 26=99/20-1-8, 27=96/20-1-8, 28=106/20-1-8, 29=61/20-1-8, 30=182120-1-8, 31=47/20-1-8 1=78 (LC 12), 31=78 (LC 12) 16=-7 (LC 4), 17=-32 (LC 9), 18=-31 (LC 9), 20=-31 (LC 9), 21 =-33 (LC 9), 22=-27 (LC 9), 24=-28 (LC 8), 25=-33 (LC 8), 26=-31 (LC 8), 27=-31 (LC 8), 28=-32 (LC 8). 29=-63 (LC 40), 30=-52 (LC 8) 1=177 (LC 40), 16=264 (LC 39), 17=267 (LC 53), 18=261 (LC 52), 20=263 (LC 51), 21=260 (LC 50), 22=264 (LC 49), 23=266 (LC 48), 24=263 (LC 47), 25=260 (LC 46), 26=264 (LC 45), 27=266 (LC 44 ), 28=275 (LC 43), 29=257 (LC 42), 30=346 (LC 25), 31=177 (LC 40) (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-84/55, 2-3=-64/45, 3-4=-58/48, 4-5=-57/49, 5-6=-56/60, 6-7=-55/73, 7-8=-55/85, 8-9=-58/97, 9-10=-55/93, 10-11=-51/80, 11-12=-52165, 12-13=-51/55, 13-14=-44/36, 14-15=-41/37, 15-16=-256/16 BOT CHORD 1-30=-23/17, 29-30=-23/19, 28-29=-23/20, 27-28=-23/20, 26-27=-23/21, 25-26=-24/21, 24-25=-24/22, 23-24=-24/22, 22-23=-24/22, 21-22=-24/22, 20-21=-24/21, 18-20=-24/21, 17-18=-24/21, 16-17=-24/21 WEBS 9-23=-247/0, 8-24=-244/39, 7-25=-241/44, 6-26=-245/42, 5-27=-248142, 4-28=-254/43, 3-29=-251/42, 2-30=-281/60, 10-22=-245/39, 11-21=-241/44, 12-20=-245/42, 13-18=-242/42, 14-17=-247/43 NOTES 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=4.2psf; 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face}, see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. ont11).Ued on page 2 A WARNING· Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 5/1912020 BEFORE USE Design valid for use only with MJTek®connedors, This design is based onty upon parameters shown. and Is for an indMdual buikJlng component, not a truss system. Before usa, 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 indMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllrty and to prevent collapse with possible personal injury and property damage. Fo, general guidance regardlng the 20-1-8 8-2-0 16 21 20 1t8 17 3x411 4x4= (loc) 1/defl Ud PLATES GRIP -n/a 999 MT20 220/195 -n/a 999 1 n/a n/a Weight: 140 lb FT = 20% 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 16, 28 lb uplift at joint 24, 33 lb uplift at joint 25, 31 lb uplift at joint 26, 31 lb uplift at joint 27, 32 lb uplift at joint 28, 63 lb uplift at joint 29, 52 lb uplift at joint 30, 27 lb uplift at joint 22, 33 lb uplift at joint 21, 31 lb uplift at joint 20, 31 lb uplift at joint 18 and 32 lb uplift at joint 17. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) 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. 13) Graphical purtin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 14) No notches allowed in overhang and O from left end and O from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. May 4,2022 1111· Milek· fabrication, storage, delivery, erectton and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building component 250 Klug Circle Corona, CA 92880 S•f•ty tnform•tton available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf. MO 20601 Job Truss I Truss Type Qty Ply Rowe ADU 220541-A A01 Common Girder 1 1 Job Reference lontional\ Stone Truss, Inc., Oceanside, CA• 92054, Run: 6.53 S Apr 27 2022 Print: 6.530 S Apr 27 2022 MiTek Industries, Inc. Wed May 04 12:35:19 ID:qm3q3hXEGGkSw j NTDGCwtzJuFI-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKwrGDoi7 J4zJC?f LOAD CASE(S) Standard .A, WARNING. V&rtfy design p,anuneters and READ NOTES ON ll-US ANO INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 5J10/2020 BEFORE USE Design valid for use only with MITekf> connectors. This destgn is based onty upon parameters shown, and is for an individual buUding component, not a truss system. Befo,e use, the building desJgner must verity the appficabllity of design parameters and property incorporate this design into the overall building destgn. Bracing indicated Is to prevent buckling of lndlviduat 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, deHvery, ereci.lon and bracing of trusses and truss systems, see ANSVTPff Quality Criteria, OSB--89 and BCSI Building Component Safetylnformdon available from Truss Plate Institute, 2670 Crain Htghway, Suite 203 Waldorf, MO 20601 Nii' Milek· 250 KIU9 Clr<lo Corona, CA 92880 K11726399 Page: 2 Job Truss Truss Type Qty Ply RoweAOU 220541-A A02 Common 4 1 Job Reference tnntional\ K11726400 Stone Trun, Inc., Oceanside, CA -92054, Run: 8.53 S A(}< 27 2022 Print: 8.530 SA(}< 27 2022 Milek Industries. Inc. Wed May 04 12:35:21 ID:2vSQWU48UKlbezaAbR6uZ9zK8NU-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDol7 J4zJC?f Page: 1 5-11-9 11-11-8 5-11-9 5-11-15 4 IT 9 23 24 3x5. 7-11-9 15-11-7 7-11-9 7-11-15 Scale • 1 :43.2 Plate Offsets (X, Y): (1:0-2-12,0-4-14), [7:0-1-12,0-1-8), (8:0-2-8,0-3-4) Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.37 Vert(LL) -0.10 TCDL 10.0 LumberOOL 1.25 BC 0.34 Vert(CT) -0.22 BCLL o.o· Rep Stress Iner YES WB 0.24 Horz(CT) 0.03 BCDL 7.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOPCHORO BOT CHORD WEBS SLIDER BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1&8tr G 2X4 DF No.1&Btr G 2X4 OF StdG Left 2x4 OF Std G-1-11-14 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. (lb/size) 1=739/ Mechanical, 7=739/ Mechanical Max Horiz 1=83 (LC 16) Max Uplift 1=-132 (LC 12). 7z-105 (LC 13) Max Grav 1 =801 (LC 2), 7=807 (LC 2) (lb) -Maximum Compression/Maximum Tension 1-3=-1353/339, 3-4=-1237/325, 4-5=-851/245, 5-6=-69169, 6-7c.244/114 1-9=-347/1249, 7-9=185/739 4-8=-113/80, 5-8=0/316, 4-9=-103/595, 3-9=-341/186, 5-7=-971/262 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-3-8 to 4-9-8, Interior (1) 4-9-8 to 12-3-0, Exterior(2R) 12-3-0 to 16-9-0, Interior (1) 16-9-0 to 20-3-4 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1 .60 plate grip OOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load rA 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, wtth BCDL" 7.0psf. 5) A plate rating reduction rA 20% has bean applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wtthstanding 132 lb uplift at joint 1 and 105 lb uplift at joint 7. 8) This truss is designed in accordance wtth the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed ror a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wtth any other live loads. 10) This truss design requires that a minimum of7/16" structural wood sheathing be applied directly to the top chord and 1/'Z' gypsum sheetrock be applied directly to the boltorn chord. LOAD CASE(S) Standard ... WARNING· Venty design pora-ors 1nd REAO NOTES ON nilS ANO INCI.UOEO MrreK REFERENCE PAGE Mll-7473 n,v 5118/2020 BEFORE USE. Design valid for UI■ only with MIT-ConnectOB. TIiis design 11 bls■d only upon l)■fll-on .,_n_ Ind Is for In lndMdUII bullcUng c:omponenl. 004 • INH system. S.fc<9 u11. the building deslgnw must lltf1fy the 1pplielbillly of design p■ramet■,. IIOd prope<1y lnco,por■t1 this design Into lhe _,,, building design. 8,-clng Indicated 11 to prevent buel<Wng of lndlvidull lNn web lnd/0< chord membel"I only. Addkionol tempo,o,y end pem11nent br1clng 11 llw■ya requffed for at■blHty and to prevent coll1pH with po11Jbte pe(l()f'lll Injury and property damage. For general guidance regarding the 17-11-7 5-11-15 (loc) 8-9 8-9 7 f1bl1cltlon, storag■, deUvery, ere<tlon and bnlclng of tru1111 and INH system,. 1H AHSVTPII Qua/lly Crttotlll, DSIUt -BCS/ Bu/It/Ing Componw,t S~ /nfonndon available from Trun Plato lnstltllte, 2670 Cralfl Hlghwoy. Suite 203 Wakk>ff. MO 20601 8 Vdefl Ud >999 240 >999 180 n/a n/a 20-1-8 2-2-1 7 3x4• 20-1-8 4-2-1 PLATES GRIP MT20 220/195 Weight: 92 lb FT =20% May 4,2022 1111· Milek' 250KlugCltele co«>na. CA 92880 Job Truss Truss Type Qty Ply Rowe ADU 220541-A A03 Common 2 1 Job Reference I ootionall Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S N,r 27 2022 Print 8.530 S Apr 27 2022 MITek Industries, Inc. Wed May 04 12:35:22 ID:2vSQWU46UKlbezaAbR6UZ9zK8NU-RfC?PsB70Hq3NSgPqnL8w3olTXbGKWICOoi7 J4zJC?f 6-3-1 6-3-1 n 3x5• 8-3-1 8-3-1 Scale • 1 :44.3 12-3-0 5-11-15 3x4• 4x6• 3 16-2-15 7-11-15 18-2-15 5-11-15 Plate Offsets (X, Y): [1:Edge,0-0-10), [6:0-1-12,0-1-8), [7:0-2-8,0-3-41 Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.10 TCDL 10.0 LumberDOL 1.25 BC 0.36 Vert(Cn -0.21 BCLL o.o• Rep Stress Iner YES V\/13 0.26 Horz(Cn 0.03 BCDL 7.0 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 DF No.1&Btr G 2X4 DF No.1 &Btr G 2X4 DF Std G Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. (lb/size) 1 =750/0-5-8, 6=750/ Mechanical Max Horiz 1 =86 (LC 16) Max Uplift 1=-135 (LC 12), 6=-105 (LC 13) Max Grav 1=813 (LC 2), 6=819 (LC 2) (lb) -Maximum Compression/Maximum Tension 1-2=-1481/347, 2-3=-1292/330, 3-4=-864/245, 4-5=-69/69, 5-6=-244/114 1-8=-359/1319, 6-8=-1851757 3-7=-12ons, 4-7=01321, 3-8=-1111644. 2-8=-375/197, 4-6=-984/262 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-6-0, Interior (1) 4-6-0 to 12-3-0, Exterior(2R) 12-3-0 to 16-9-0, Interior (1) 16-9-0 to 20-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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, with BCDL = 7.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 1 and 105 lb uplift at joint 6. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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) 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 (loc) 7-8 7-8 6 20-5-0 2-2-1 6 5x5• 20-5-0 4-2-1 I/dell Ud PLATES >999 240 MT20 >999 180 n/a n/a Weight: 90 lb K11726401 Page: 1 n GRIP 220/195 FT=20% May4,2022 .A, WARNING· Verity design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 f8V. 5119/2020 BEFORE use. Design valid for use only with MITekt> connectors, Thia design Is based onty upon parameters shown, and is for an indlvldual bulldlng component, not a tru11 system. Before use, the bulldlng designer must verity the appOeabllity of design parameters and prGperty Incorporate this design Into the overan buikting design, Bracing Indicated Is to prevent bucl(Hng of lndMdull truss web and/or chord members only. Additional temporary and pennanent bracing Is always required fof" stablllty and to prevent cobpse with possible pet1onat Injury and property damage. For general guidance regarding the tablicatlon, storaee, delivery, erection and bracing of trusses and truss systems, see ANSVTPt1 Quollly CrfterM, OSIU9 -SCSI Bui/ding Component s.r.cy lnformdon availabfe from Truss ptate lmtitute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 •1· Milek· 250 Klug Ck<le Corona, CA 92880 Job Truss Truss Type Qty Ply Rowe ADU 220541-A A04 Common 4 1 Job Reference lontional\ Stone Truss, Inc .• Oceanside, CA -92054, Run: 8.53 S Apr 27 2022 Print 8.530 S Apr 27 2022 MiTek Industries. Inc. Wed May 04 12:35:22 IO:'M30pjq5kFd?SF79N98d75MzK8NT-RIC?PsB70Hq3NSgPqnl8W3ulTXbGKWl'COol7J4zJC?f -2-0-0 6-3-1 12-3-0 2-0-0 6-3-1 5-11-15 4x6• 4 '7 <O 3x5• 3x4• 8-3-1 16-2-15 8-3-1 7-11-15 Scale~ 1 :45.6 Plate Offsets (X, Y): [7:0-1-12,0-1-8), (8:0-2-8,0-3-4] Loading (ps1) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.36 Vert(LL) -0.10 TCDL 10.0 LumberDOL 1.25 BC 0.36 Vert(CT) -0.22 BCLL o.o• Rep Stress Iner YES WB 0.25 HO!Z(CT) 0.03 BCDL 7.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING 2X4 DF No.1 &Bir G 2X4 DF No.1&Btr G 2X4 DF Std G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=880/0-5-8, 7=744/ Mechanical FORCES TOP CHORD BOT CHORD WEBS NOTES Max Horiz 2=113 (LC 16) Max Uplift 2=-178 (LC 12), 7=-105 (LC 13) Max Grav 2=921 (LC 2), 7=814 (LC 2) (lb) -Maximum Compression/Maximum Tension 1-2=0/47, 2-3=-1451/326, 3-4=-1266/308, 4-5=-859/237, S-6=-69/69, 6-7=-244/114 2-9=-345/1286, 7-9=-181/749 4-8=-113/77, S-8=0/319, 4-9=-99/618, 3-9=-356/190, S-7=-978/260 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL:6.0psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-11 to 2-5-5, Interior (1) 2-5-5 to 12-3-0, Exterior(2R) 12-3-0 to 16-~0. Interior (1) 16-~0 to 20-3-4 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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, with BCDL = 7.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 lb uplift at joint 2 and 105 lb uplift at joint 7. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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) 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 18-2-15 20-5-0 5-11-15 2-2-1 20-5-0 4-2-1 (loc) I/dell Ud PLATES 8-9 >999 240 MT20 8-9 >999 180 7 n/a n/a Weight: 93 lb K11726402 Page: 1 7 GRIP 220/195 FT=20% May 4,2022 £WARNING• Verily des,gn parametffl Ind READ NOTES ON lHISAND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/20:ZO BEFORE use. Design vaJld for use only with MIT eke connectors. Thia deatgn la based onty upon parameters shown, and is for an &ndlvldual buUding component, not a truu system. Before use, the bulldlng deafgne, must verltj the applteability of design parameters and property ineOflX)rate this design Into the ov«al buffdlng dealgn. Bracklg Indicated la to prevent buckling of indMdual truu web and/or chord members onty. AddlUonal temporary and permanent bracing Is atways required for 1tablnty and to prevent conapse with po11it>Ht pe<1on11 Injury and property damage, For generel guidance regarding the fabrication, storage, deffve,y, erection and bracing of trusses and truss systems, see AHSVTPl1 Quality Crltert11, DSNI and SCSI Sulldlng Component Snty lnformdon available from Tn.,11 Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 •• Milek· 250 Klug Cln:lo Corona, CA 92880 Job Truss Truss Type Qty Ply Rowe ADU 220541-A A05 Attic Girder 5 1 Job Reference lootionall Stono Truss, Inc., Oceanside, CA -92054, Run: 8.53 S ¾Jr 27 2022 Print 8.530 S ¾Jr 27 2022 MiTek Industries, Inc. We<J May 04 12:35:22 ID:_laBxA6M0x7JtHkZjr8MeazKSNS-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?I -2-0-0 5-0-1 9-7-4 20-5-0 2-0-0 5-0-1 4-7-3 1-5-12 1-2-0 1-2-0 1-5-12 5-6-4 2x4o 6 3x5• 2x4o 3x8• 3x4• 3x4• 5-0-1 9-7-4 15-0-8 MT20HS 5x14 • 20-5-0 5-0-1 4-7-3 5-5-4 Scale= 1:54.7 Plate Offsets (X, Y): [2:Edge,0-0-10], [5:0-3-0,0-1-8], [7:0-3-0,0-1-8], (9:0-1-0,0-1-12], [11 :0-6-12,0-2-8], [12:0-1-12,0-1-8] Loading (psf) Spacing 2-0-0 cs, DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.19 TCDL 10.0 LumberDOL 1.25 BC 0.52 Vert(CT) -0.48 BCLL o.o• Rep Stress Iner YES WB 0.38 Horz(CT) 0.02 BCDL 7.0 Code IBC2018/TPl2014 Matrix-AS Attic -0.12 LUMBER TOP CHORD BOT CHORD WEBS BRACING 2X4 DF No.1&Btr G 2X4 DF No.1 &Bir G 2X4 DF StdG TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=939/0-5-8, 10=834/ Mechanical Max Horiz 2=113 (LC 16) Max Uplift 2=-119 (LC 12), 10=-14 (LC 13) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-1568/181, 3-4=-1089/116, 4-5=-894/147, 5-6=-194/278, 6-7=-225/235, 7-8=-941/157, 6-9=-1068/105, ~10=-843/117 BOT CHORD 2-13=-223/1391, 12-13=-223/1391, 10-12=-84/935 WEBS 6-11=-46/131, 4-12=0/270, 3-12=-5TT/195, 5-14=-1160/158, 7-14=-1160/158, 6-14=-8169, ~11=-49/945, 3-13=0/179 NOTES 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-11 to 2-5-5, Interior (1) 2-5-5 to 12-3-0, Exterior(2R) 12-3-0 to 16-~0. Interior (1) 16-~0 to 20-3-4 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) 150.0lb AC unit load placed on the bottom chord, 12-3-0 from left end, supported at two points, 3-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w~h any other live loads. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 2 and 14 lb uplift at joint 10. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) 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. 12) 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. 13) Attic room checked for U360 deflection. LOAD CASE($) Standard 5-4-8 (loc) I/defl 12-13 >999 12-13 >512 10 n/e 11-12 >552 9 10 fI 3x4o 0 Ud PLATES 240 MT20 180 MT20HS n/a 360 Weight 102 lb K11726403 Page: 1 GRIP 220/195 165/146 FT=20% May 4,2022 A WARNING -Verify design .,.,.met.,. ond READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1Q/2020 BEFORE USE Design valki for use onty with MITekGD connectors. Thlt design 11 based only upon parameters shown, and Is for an Individual bulldlng component, not a truss system. Before UH, the buHding dellgner must verify the appUcabitlty of de1lgn parameters and property Incorporate this design Into the overau buHdlng design, Bracing Indicated Is to prevent buck.Ung oflndl'f'ldual truss web and/or chord members only. Additional tempo,ary and pel'Tllanent bracing 11 atw1y1 r.qu1red for stabUtty and to prevent cottapse with possible peraonal Injury and property damage. For general gukfance regarding the fabi1eatlon. ltoragt, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quallt:y Crlttrla, DSB-49 and SCSI Bulldlng Component s~ lnfomtllllon available from Trun Plate Institute, 2670 c,.1n Highway, SUHe 203 Waldorf, MD 20601 Nii" Milek· 250 Klug Circle C"'°"", CA 92880 Job Truss Truss Type Qty Ply Rowe ADU 220541-A K11726404 A06 Common Supported Gable 1 1 Job Reference lootional) Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Af)r 27 2022 Print: 8.530 S Af)r 27 2022 MiTek Industries. Inc. Wed May 04 12:35:23 ID:OB8Hq?xl<q787VxcEAf>9PTczK85b-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWICDoi7J4zJC?f Page: 1 -2-0-0 12-3-0 20-5-0 2-0-0 12-3-0 8-2-0 3x41 "I: "' :;;; ~ ,._ ~ ,:, J, ,:, ~ ,:, cl, ;;; "' ,:, ~ "I' :,; ~I 6 6 17 3x4 ■ 4x8• 3x4" 20-5-0 Scale= 1:48.5 Plate Offsets (X, Y): (2:0-2-5,0-2-0], [7:0-2-0,0-0-12], (10:0-2-0,0-0-15], (15:0-5-0,0-1-4], (20:0-1-12,0-1-4], (35:0-2-0,0-0-9], (50:0-2-0,0-0-8] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL TC 0.16 Vert(LL) n/a 10.0 LumberDOL 1.25 BC 0.11 Vert(CT) n/a BCLL o.o· Rep Stress Iner YES VVB 0.10 Horz(CT) 0.00 BCDL 7.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Std G 2X4 OF Std G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=320/20-5-0, 17=46/20-5-0, 18=102/20-5-0, 19=97/20-5-0, 21 =98/20-5-0, 22=97/20-5-0, 23=103/20-5-0, 24=101/20-5-0, 25=102/20-5-0, 26=98/20-5-0, 27=98/20-5-0, 28=98/20-5-0, 29=100/20-5-0, 30=85/20-5-0, 31=139/20-5-0, 32=320/20-5-0 FORCES Max Horiz 2=116 (LC 12), 32=116 (LC 12) Max Uplift 2=-94 (LC 8), 17=-6 (LC 12), 18=-35 (LC 13), 19=-30 (LC 13), 21=-31 (LC 13), 22=-33 (LC 13), 23=-26 (LC 13), 25=-27 (LC 12), 26=-33 (LC 12), 27=-31 (LC 12), 28=-31 (LC 12), 29=-32 (LC 12), 30=-56 (LC 30), 31 =-40 (LC 12), 32=-94 (LC 8) Max Grav 2=368 (LC 45), 17=263 (LC 44), 18=266 (LC 59), 19=260 (LC 58), 21=263 (LC 57), 22=259 (LC 56), 23=262 (LC 55), 24=261 (LC 54), 25=261 (LC 53), 26=259 (LC 52), 27=263 (LC 51), 28=266 (LC 50), 29=273 (LC 49), 30=265 (LC 48), 31=315 (LC 47), 32=368 (LC 45) (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-86165, 3-4=-65/46, 4-5=-59/48, 5-6=-58/59, 8-7=-56/83, 7-8=-60/107, 8-9=-68/133, 9-10=-75/154, 10-11=-751154, 11-12=-68/133, 12-13=-61/107, 13-14=-52/83, 14-15=-44/59, 15-16=-42/43, 18-17=-255/31 BOT CHORD 2-31=-49/63, 30-31=-25/36, 29-30=-27/38, 28-29=-28/39, 27-28=-29140, 26-27=-30/41, 25-26=-30/42, 24-25=-31/42, 23-24=-31/42, 22-23=-30/41, 21-22=-30/41, 19-21=-29/40, 18-19=-28/39, 17-18=-28/39 WEBS 10-24=-242/4, 9-25=-242/42, 8-26=-241/54, 7-27=-244/50, 8-28=-248/50, 5-29=-253/52, 4-30=-251/40, 3-31=-285/83, 11-23=-243/41, 12-22=-241/55, 13-21=-244/71, 14-19=-242/76, 15-18=-246179 NOTES 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; M\NFRS (envelope) exterior zone and C-C Corner(3E) -2-0-11 to 2-5-5, Exterior(2N) 2-5-5 to 12-2-14, Corner(3R) 12-2-14 to 18-8-14, Exterior(2N) 18-8-14 to 20-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M\NFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .,on,:11J..uea on page ,t. & WARNING -Verify design parameters Ind READ NOTES ON THIS ANO INCLUDED MrrEK REFERENCE PAGE Mll-7473 ..... 5118/2020 BEFORE use. Design valid ror use only with MfTeke connector1. This design Is based only upon parameters 1hown, and Is for an indMdual building component, not (loc) I/dell Ud PLATES GRIP n/a 999 MT20 220/195 . nla 999 2 n/a n/a Weight: 144 lb FT=20% 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-08-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2, 6 lb uplift at joint 17, 27 lb uplift at joint 25, 33 lb uplift at joint 26, 31 lb uplift at joint 27, 31 lb uplift at joint 28, 32 lb uplift at joint 29, 56 lb uplift at joint 30, 40 lb uplift at joint 31, 26 lb uplift at joint 23, 33 lb uplift at joint 22, 31 lb uplift at joint 21, 30 lb uplift at joint 19, 35 lb uplift at joint 18 and 94 lb uplift at joint 2. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfrPI 1. 12) 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. May 4,2022 111· a truu 1yatem. Before use, the building delfgner must vertfy the applfeabllity or design parameters and property Incorporate this design into the overall building design. Bracing Indicated 11 to prevent buckling of lndMduat truss web and/or chord members only. Addltiona! temporary and permanent bracing 11 atwaya requll'ed for stability and to prevent collapse with possibte personal injury end property damage. For generaJ guidance regarding the fabricatJon. ator11ge, delivery, erection and bracing oftrusse, and truss systems, see ANSVTPlt Quallty Crlterla, DSB-n and SCSI Bulldlng ComponMt Smty Information available from Truss Plato l11JtlM1, 2670 Crain Highway, SUit• 203 Waldoff, MO 20601 Milek' 250 Klug Circle corona, CA 92880 Job Truss Truss Type Qty Ply Rowe ADU 220541-A A06 Common Supported Gable 1 1 lob Ref"rence I nntionall Stone Truss. Inc., Oceanside, CA-92054, Run: 8.53 S Ap(27 2022 Print 8.530 SAp,27 2022 MiTek Industries, Inc. Wed May 04 12:35:23 IO:0B8Hq?xKq787VxcEAP9PTczK851>-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWJCDol7 J4zJC?f 13) 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. 14) No notches allowed in overhang and 20000 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard £_ WARNING -Vetffy design parameten aoo READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rfJV. 5/11112020 BEFORE USE. Design valkt for usa only with MIT eke connecto~. This design 11 based only upon parameter1 shown, and Is for an lndMdual building component, not a tru11 system, Before use, the building designer must verity the appUcability of design parameters and property incorporate this design mto the overaU t>uildlng design. Bracing lndfc1ted is to prevent buckHng of lndMdual truss web and/or chord members only. Addit.lonal temporary and permanent bracing is atways requtred for stabUtty and to prevent conapse with poaslble personal Injury and property damage. For general gukiance regarding the fabrication, ltorage, delive,y, erection and bracing of trusses and lruaa systems, see ANSIIT'Pl1 Quellty Crtterla, DSB-19 and SCSI Bulldlltfl Component Sfflfy lntormdon avanable lrom Truu Plate ln>tltule, 2670 Cf111n Highway, Suite 203 Waldor1, MD 20601 111· Milek· 250 Klug Clrtle Corona, CA 92880 K11726404 Page: 2 Job Truss Truss Type Qty Ply Rowe ADU K11726405 220541-A B01 Roof Special Girder 1 3 Job Reference 1=tionan Stone Truss, Inc .• Oceanside, CA• 92054, Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 Milek Industries, Inc. Wed May 04 12:35:24 1D:t3pimX9t3AdlMu 1 KyhDloQzK8NO-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKW!CDoi7 J4zJC?f Page: 1 2-11-2 5-8-8 9-10-14 14-3-0 18-7-2 22-9-8 26-6-14 30-6-0 2-11-2 2-9-6 4-2-6 4-4-2 4-4-2 4-2-6 3-9-6 3-11-2 'f .... J, 6x6• 2-11-2 5-6-12 9-10-14 10x10• 14-3-0 MT20HS 10x14 • 18-8-14 MT20HS 7x16 • 22-11-4 4x6• 26-6-14 5x8• MT20HS 5x10 • 30-6-0 2-11-2 2-7-10 4-4-2 4-4-2 4-5-14 4-2-6 3-7-10 3-11-2 Scale z 1:57 [1 :0-1-12,0-1-12], [2:0-2-0,0-1-8], [3:0-3-0,0-3-4], [4:0-1-8,0-1-8], [6:0-1-0,0-1-8], (7:0-3-4,Edge], [8:0-1-12,0-1-8], [9:Edge,0-1-8], [10:Edge,0-3-8], [11 :0-2-0,0-2-0], Plate Offsets (X, Y): [12:0-1-12,0-1-8], [13:0-8-0,0-4-8], [14:0-4-12,0-5-0], [15:0-3-8,0-5-0], [16:0-2-0,0-2-8], [17:0-1-12,0-2-12] Loading (psf) Spacing 2-0-0 CSI OEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.37 TCDL 10.0 LumberDOL 1.25 BC 0.99 Vert(CT) -1.00 BCLL o.o· Rep Stress Iner NO WB 0.89 Horz(CT) 0.15 BCDL 7.0 Code IBC2018/TPI2014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X6 OF No.1 G •Except• 13-10:2X6 OF SS G 2X4 OF Std G •except• 14-5,9-11,12-8,2-16,17-1:2X4 OF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc pu~ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) Max Horiz Max Uplift Max Grav 10=6940/0-5-8, 18=6690/0-5-8 18=51 (LC 5) 10=-1001 (LC 9), 18=-625 (LC 8) 10=7168 (LC 2), 18=6890 (LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-6319/614, 1-2=-10463/969, 2-3=-18192/1737, 3-4=-14728/1578, 4-5=-10941/1357, 5-6=-10941/1345, 6-7=-16279/2096, 7-8=-22792/3026, 8-9=-14183/1938, 9-10~-6285/891 BOT CHORD 17-18=-50/226, 16-17=-996/10463, 15-16=-1811/18525, 14-15=-1448/13589, 12-14=-3083/23058, 11-12=-1959/14183, 10-11=-65/357 WEBS 3-16=-3866/533, 7-12=-3114/405, 4-15=-214/3957, 3-15=-53121390, 4-14=-4535/396, 5-14=-961/8146, 6-14=-6010/938, 6-13=-737/5490, 7-13=-8685/1255, 9-11=-2071/15115, 8-11=-4071/594, 8-12=-1197/9473, 2-16=-910/9150, 2-17=-4988/556, 1-17=-1117/11941 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -2 rows staggered at 0-6-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-7-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 4-15 2x4 -1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), 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; BCOL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; M\NFRS (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) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 625 lb uplift at joint 18 and 1001 lb uplift at joint 10. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. vOntllJ.U80 on page :i A WARNING• Verffy design parame1ers and READ NOTES ON ll-tlS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE Design valid for use only wtth Milek® connectora. Thia design Is Nised only upon parameters shown, and ls to< an indlvtdual building component, not 1 trun aystom. Before use, the bulldlng designer must verity the appUcablltty of design parameters and property iicorpoflte this design Into the overan bulldlng design. Bracing Indicated Is to pn,vent buckfing of lndl'1dull trun web and/or chord members only. Addi Ion al temporary and pennanent bracing ls atways required for 1tablltty and to prevent coMapse with po11Jbte personal Injury and property damage. FOf' general guidance regarding the (loc) 1/defl Ud PLATES GRIP 12-13 >972 240 MT20 220/195 12-13 >361 180 MT20HS 165/146 10 n/a n/a Weight: 530 lb FT=20% 12) 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. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 820 lb down and 23 lb up at 2-0-12, 820 lb down and 23 lb up at 4-0-12, 820 lb down and 23 lb up at 6-0-12, 820 lb down and 23 lb up at 8-0-12, 820 lb down and 23 lb up at 10-0-12, 800 lb down and 113 lb up at 12-0-12, 800 lb down and 113 lb up at 14-0-12, 800 lb down and 113Ibupat 16-0-12,800lbdownand113Ibupat 18-0-12, 805 lb down and 114 lb up at 20-0-12, 805 lb down and 114 lb up at 22-0-12, 793 lb down and 113 lb up at 24-0-12, 793 lb down and 113 lb up at 26-0-12, and 793 lb down and 113 lb up at 28-0-12, and 793 lb down and 113 lb up at 28-11-4 on bottom chord. The design/selection of such connection device(s) is the responsiblllty of others. LOAD CASE(S) Standard 1) Dead+ Roof live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 May 4,2022 fabrication, storage, deNvery, eradion and bracing ol trusses and truss systems, s.. AHSVTPl1 Qua/lly Crft9tla, DSIUt and SCSI &llld/tlfl compon-250 Klug Circle Corona, CA 92880 S.r.ty /nfomUlf/on 1vallable from Truu Plate rnstltule, 2670 Crain Highway, Suite 203 W&ldorf, MD 20601 Job Truss Truss Type Qty Ply Rowe ADU 220541-A 801 Roof Special Girder 1 3 Job Reference lnntional\ Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Apr 27 2022 Print 8.530 S Apr 27 2022 MITek Industries, Inc. Wed May 04 12:35:24 ID:t3pimX9t3AdlMu 1 KyhDloQzK8NO-RfC?Ps670Hq3NSgPqnL8w3ulTXbGKWrCDol7 J4zJC?f Uniform Loads (lblft) Vert: 1-3=-60, 3-5=-60, 5-7=-60, 7-9=-60, 10-18=-14 Concentrated Loads (lb) Vert: 15=-820 (F), 14=-730 (F), 27=-820 (F), 28=-820 (F), 29=-820 (F), 30=-820 (F), 31=-730 (F), 32=-730 (F), 33=-730 (F), 34=-736 (F), 35=-736 (F), 36=-725 (F), 37=-725 (F), 38=-725 (F), 39=-725 (F) £WARNING· Verify design parameters Ind READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE Mll-7473 rev. 511W2020 BEFORE USE. Design valid for use only with MIT eke connectol'I. Thia design is based onty upon parameters shown, and is for an Individual building component, not a truss system, Before use, the building detigner must verify the eppUcablJlty Of design parameters and property Incorporate this design Into the overall buidlng design. Bracing lndt<ated 11 to prevent buckling of lndlvldual '"'" web and/or chord members only. Addklonal temporery and permanent bracing 11 always required for at1bOity and lo prevent eoKapse with possible personal injury and property damage. For general guidance regarding the fabf1catlon, Jtorage, deNvery, erection and bracing oftNne• and tlllss 1ystem1, see ANSVTPl1 Quality Crltffla, DSB-lt and BCS/ Bulle/Ing COmponont Slf9C)r Information avellable from Trun Plate lnstHute, 2670 Crain Highway, SUHe 203 Waldor1, MD 20601 1111· Milek· 250 Klug Circie COiona, CA 92880 K11726405 Page: 2 Job Truss Truss Type Qty Ply Rowe ADU K11726406 220541-A 802 Roof Special Girder 1 2 Job Reference ( optional) Stone Truss, Inc., Oceanside, CA-92054, Run: 8.53 S N>< 27 2022 Print: 8.530 SN>< 27 2022 MiTek Industries, Inc. Wed May 04 12:35:25 Page: 1 1D:VBNHAo71XHYOjmqA.J6prqzK8sP-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f 2-3-12 I 4-0-0 I 9-1-8 14-3-0 18-11-12 23-10-4 24-6-0 27-5-2 30-6-0 2-3-12 5-1-8 5-1-8 4-8-12 4-10-8 I I 2-11-2 3-0-14 1-8-4 0-7-12 4x4• sl2 5 3x4 .. .,. .,. 5x5• .,. t-;-c-;> "' ... :;;; 3x5• 4x4• 3x5 .. 3x4• ·ri• r 00 ~ 5x8• J, .-!- 99 i_[ N '7 .,. .,. ~ ~~ 21 4X4• 4x4a 11 u;> 0 0 0 3x4 • .J2.5 3x41 5x8• 12 3x4• 3x5• 3x5,. 6x10■ 4x10• 2-5-8 3-10-4 9-1-8 14-3-0 18-11-12 23-8-8 2r-7-12 27-5-2 30-6-0 2-5-8 I I 5-3-4 5-1-8 4-8-12 4-8-12 2-9-6 3-0-14 1-4-12 0-11-4 Scale = 1 :57.4 (1 :0-2-4,0-1-8). (2:0-2-0,0-1-8], [7:0-2-4,0-1-8). [8:0-2-0,0-2-8). [9:0-1-12,0-1-8]. [10:0-1-12,0-2-0). (12:0-1-12,0-1-8]. [13:0-4-0,0-1-8), [15:0-7-4,0-4-8], [16:0-2-0,0-1-8]. Plate Offsets (X. Y): (19:0-2-0,0-1-8), (20:0-5-4,0-2-8] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(l l) -0.35 TCDL 10.0 lumberDOL 1.25 BC 0.71 Vert(CT) -0.96 BCLL o.o· Rep Stress Iner NO WB 0.48 Horz(CT) 0.30 BCDL 7.0 Code IBC2018/TPl2014 Matrix-MS LUMBER TOP CHORD 2X4 OF No.1&Btr G *Except• 1-3:2X4 OF Std G, 8-10:2X4 OF No.2 G BOT CHORD 2X4 OF No.1&BtrG WEBS 2X4 OF Std G *Except• 19-2,13-15,10-12:2X4 OF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc pur1ins. except end verticals, and 2-0-0 oc pur1ins (5-8-9 max.): 1-3, 8-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 11=1127/0-5-8, 21=1128/0-5-8 Max Horiz 21=-36 (LC 13) Max Uplift 11=-191 (LC 9), 21=-181 (LC 8) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-21=-1085/187, 1-2=-2263/348, 2-3=-4569/690, 3-4=-4453/651, 4-5=-3283/412. 5-6=-3283/412. 6-7=-4786/707, 7-8=-7729/1236, 8-9=-4785/758. 9-10=-2842/463. 10-11=-1080/198 BOT CHORD 20-21=-57/95, 19-20=-369/2106, 18-19=-828/5063, 17-18=-623/4181, 16-17=-633/4519, 15-16=-1301/7951, 14-15=-71/431, 7-15=-148/1174. 13-14=-247/1434. 12-13=-476/2842, 11-12=-24/103 WEBS NOTES 1-20=-373/2383, 2-20=-1302/220. 2-19=-414/2763, 3-19=-1945/344, 3-18=-1056/200, 4-18=0/320. 4-17=-1132/327, 5-17=-234/2225, 6-17=-1479/376, 6-16=-36/459, 7-16=-3410/663, 8-15=-321/1945, 8-13=-4371/709, 13-15=-798/5067. 9-12=-918/194, 9-13=-315/2077, 10-12=-480/2912 1) 2-ply truss to be connected together with 10d (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 (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided 10 distribute only loads noted as (F) or (B). unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) VVind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.2psf; 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • 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. 8) A plate rating reduction of 20% has been applied for the green lumber members. vonu11.uea on page 2 & WARNING-Verity design parameters and READ NOTcS ON lHIS AND INCLUDED MITEK REFERENCE PAGE Ml~7473 n>v. 5/111/2020 BEFORE USE. Oeaign valid for use only with MIT eke connectors. Thia design It based only upon parameters shown, end fs for an lndivfdual buik:ling component, not (loc) Vdefl Ud PLATES GRIP 15-16 >999 240 MT20 220/195 15-16 >377 180 11 n/a n/a Weight: 281 lb FT= 20% 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 21 and 191 lb uplift at Joint 11. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) 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. 12) Graphical pur11n representation does not depict the size or the orientation of the pur1in along the top and/or bottom chord. 13) Hange~s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 33 lb down and 11 lb up at 0-1-12, 33 lb down and 32 lb up at 1-11-4, 33 lb down and 32 lb up at 26-6-12, and 13 lb down and 14 lb up at 28-5-4, and 30 lb down and 11 lb up at 30-4-4 on top chord, and 10 lb down at 1-11-4, and 10 lb down at 26-6-12, and 20 lb down and 15 lb up at 28-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. May 4,2022 Nii. Milek· • trun system. Before use, the building dealgner must 118flfy the apptlcaDlllty of deSlgn pan,meters and properly Incorporate this design Into the oven,ft building design. Bracing lnclcated Is to prevent buckMng of lndMduat truss web and/or chord membefs only. Additional temporary end permanent bracing Is atways required for steblltty and to prevent c0Hap1e with potslble penonal Injury and property damage. For general guklance regarding the fal>l1cation, stonige, doHvery, erection and IJ<aclng of trusses and truss systems. see ANSvrPtl Qua/tty Crlwtfl, DS/Ut and SCSI Butldlrlfl Component Safety Jnformdon avallal:>'e from Trust Ptate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Rowe ADU 220541-A B02 Roof Special Girder 1 2 Job Reference I nntional) Stone Truss, Inc., Oceanside, CA-92054, Run: 8.53 S NJ( 27 2022 Print 8.530 S Apr 27 2022 MiTek Industries, Inc. Wed May 04 12:35:25 ID:VBNHAo7IXHYOjmq.6J6p,qzK8sP-RfC?PsB70Hq3NSgPqnLBw3ulTXbGKWrCDoi7J4zJC?f LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): l umber lncrease=1.25, Plate lncrease=1.25 Uniform loads (lb/ft) Vert: 1-3=-60, 3-5=-60, 5-8=-60, 8-10=-60, 20-21~14, 17-20=-14, 15-17=-14, 11-14=-14 Concentrated loads (lb) Vert: 34~10 (B), 35=-10 (B) £_WARNING~ Verify design parameters end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. Dea~n valid for use only with MrTeke connectm. This design 11 based only upon parameters shown, and 1$ for an lndlvfdual bufk:llng component, not • truss aystem. Before use, the building designer muat venty the appUcabllity of design parameters and property Incorporate this design Into the OYM'II buifdlng de1jgn. Bracing Indicated Is to prevent buckling of lndlvtdual trun web and/or chord members only. Additional temporary and permanent bracing 11 always required for &!:ability and to prevent C0$1apse with po111bla per,onal Injury and property damage. For general guidance regarding the fabrteatlon, storage, delivery, ered:ion and bf acing of trusses and truss system 1, aee ANSVTPl1 Quellty Crtt.rle, DSB-81 end SCSI Sulldlng Component Sefety lnfomuttlon avell•bfe from Tru11 Plate Institute, 2670 Crain Highway, Suite 203 Waldorl, MO 20601 •• Milek· 250 Klug Clrtle COrona, CA 92880 K11726406 Page: 2 Job Truss Truss Type Qty Ply Rowe ADU 220541-A B03 Scissor 1 1 Job Reference 1nntionall Stone Truss, Inc., Oceanside, CA-92054, Run: 8.53 S Af,r 27 2022 Print 8.530 S Apr 27 2022 MiTek Industries, Inc. Wed May 04 12:35:25 ID:w1Y2YCR5Eop82EQxHg8PIAzJulO-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Scale= 1:45.◄ 6-2-0 6-2-0 6-2-0 5-8-8 12-3-0 6-1-0 12-3-0 6-1-0 4x6• 3 18-4-0 6-1-0 18-4-0 6-1-0 Plate Offsets (X, Y): (1:0-0-10,0-1-13), (1:0-3-5,Edge), (3:0-3-0,0-2-4], (5:0-0-10,0-1-13], (5:0-3-5,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.20 TCDL 10.0 LumberDOL 1.25 BC 0.58 Vert(CT) -0.57 BCLL o.o· Rep Stress Iner NO WB 0.52 Horz(CT) 0.31 BCDL 7.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS WEDGE 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 Left: 2x4 OF Std G Right: 2x4 OF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (lb/size) 1=907/0-5-8, 5=907/0-5-8 Max Horiz 1 =-82 (LC 39) Max Uplift 1 =-439 (LC 37), 5=-439 (LC 40) (lb) -Maximum Compression/Maximum Tension 1-2=-2935/1572, 2-3=-2258/1009, 3-4=-2258/1020, 4-5=-2935/1558 1-8=-1436/2705, 7-8=-963/2718, 6-7=-933/2718, 5-6=-1407 /2705 3-7=-173/1284, 4-7=-732/475, 4-6=-7/152, 2-7=-732/462, 2-8=-7/152 1) Unbalanced roof live loads have been considered for this design. 2) VVlnd: ASCE 7-16; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-6-0, Interior (1) 4-6-0 to 12-3-0, Exterior(2R) 12-3-0 to 16-9-0, Interior (1) 16-~0 to 24-6-0 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSlfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 1 and 439 lb uplift at joint 5. 8) This truss is designed in accordance wi1h the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 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 w~h any other live loads. 10) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-6-0 for 102.0 plf. 11) 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 2.5 L 12 (loc) 1/defl 7-8 >999 7-8 >518 5 n/a Ud 240 180 n/a 24-6-0 6-2-0 24-0-8 5-8-8 PLATES MT20 Weight: 97 lb K11726407 Page: 1 5 GRIP 220/195 FT=20% May 4,2022 £WARNING• Verify design parameters Ind READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7.73 rev. 5/1912020 BEFORE USE. Design valid for use only with MrTekS eonnect0t'1. This design Is based onty upon parameters shown, and ii for an Individual buHdlng component. not a truu system. Before use, the buUding designer must verify the •~lcabltlty of design parametera and property lncOfP(>rate this design into the overan buffdlng design. Bracing lndlcated 11 to prevent buckSing of lndl\ltdual truss web and/or chord membet'1 onty. AddlUonal temporary and permanent bracing 11 always required for stability and to prevent coaapse with po11ible personal Injury and property damage. For gener .. guidance regarding the fabtk:atlon, storage, delivery, erectJon and bracing of trusses and truss systems, see ANSVTPl1 Quality cr1ttrn,, OSB-11 IHtd SCSI &,lldlng component S.r.(y lnform.ilon available from Truas P1ate Institute, 2670 Crain Highway, SUit.a 203 W8Idorf, MO 20601 MIi. Milek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type 220541-A 804 Scissor Stone Truss, Inc., Oceanside, CA -92054, ·2-0-0 6-6-12 2-0-0 6-6-12 Qty Ply Rowe ADU 7 1 Job Reference I oDtionall Run: 8.53 S Apr 27 2022 Print 8.530 S Apr 27 2022 MiTok Industries, Inc. Wed May 04 12:35:26 ID:oGg9oMRgx1QAYOqJoDvFATzK84x-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?I 12-3-0 5--8-4 4x6• 4 17-11-4 24-6-0 5-8-4 6-6-12 K11726408 Pago: 1 26-6-0 2-0-0 7 4x6• 0-5-8 4x6■- I I 0-5-8 Scale • 1 :53.2 6-6-12 6-1-4 12-3-0 5-8-4 Plate Offsets (X, Y): [2:0-0-10,0-1-13], [2:0-3-1,0-11-13], (6:0-0-10,0-1-13], (6:0-3-1,0-11-13] Loading (psf) Spacing 2-0-0 CSI 17-11-4 5-8-4 DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.20 TCDL 10.0 LumberDOL 1.25 BC 0.49 Vert(CT) -0.55 BCLL 0.0* Rep Stress Iner YES we 0.51 HO!Z(CT) 0.31 BCDL 7.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS WEDGE BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1&Btr G 2X4 OF No.1 &Bir G 2X4 DF StdG Left: 2x4 DF Std G Right: 2x4 DF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (lb/size) 2=1030/0-5--8, 6=1030/0-5--8 Max Horiz 2=96 (LC 17) Max Uplift 2=191 (LC 12). 6=-191 (LC 13) (lb) -Maximum Compression/Maximum Tension 1-2=0/47, 2-3=-2822/493, 3-4=2196/378, 4-5=2196/369, 5-6=2B22/505, 6-7=0/47 2-10=-429/2591, 9-10=-43012604, 8-9=392/2604, 6-8=-389/2591 4-9=13411264, 5--9~/278, 5--8=0/153, 3-9=-6641264, 3-10=0/153 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-11 to 2-5--5, Interior (1) 2-5-5 to 12-3-0, Exterior(2R) 12-3-0 to 16-9-0, Interior (1) 16-9-0 to 26-6-11 zone; canulever 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 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 2 and 191 lb uplift at joint 6. 8) This truss is designed in accordance with the 2018 lnternauonal Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard £ WARNING -Verifydaslgn pa,amote" end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use onty with Milek® connectors. Thi• design 11 based oofy upon parameters shown, and 11 to, an Individual bulk1ing component, not (loc) 9-10 9-10 6 ■ trun 1y1tem. Before UH, the bulldlng deaigne, must verify th• apptic■blNty of design parameters and property lnco,porate thl1 de1lgn Into the overan buHding detign. Bracing Indicated 11 to prevent bucl(Jing of Individual tn,11 web and/or chord members only. Additlonal temporary and permanent bracing is atwaya required for stabllity and to prevent cotlapse with posslbfe personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and Melng oftrussea and tru11 systems, see ANSVTPff Qu.llty Crttwfe, OSUJ end SCSI Bulldl"fl Component S..rety lnformdon available from Tru11 Plate Institute, 2670 Crain Htghway, Suite 203 Waldorf, MO 20601 Vdefl >999 >534 n/a 24-0-8 6-1-4 Ud PLATES 240 MT20 180 n/a Weight: 102 lb GRIP 220/195 FT=20% May 4,2022 •• Milek· 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Rowe ADU K11726409 220541-A B05 Scissor Supported Gable 1 1 Job Referen"" I ootionall Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S N,r 27 2022 Plint 8.530 S Apr 27 2022 Milek Industries, Inc. Wed May 0412:35:26 ID:y961rKIZeE1RA_ZglYMPZ4zJu8h-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f Page: 1 -2-0-0 12-3-0 2-0-0 12-3-0 3x4 ■ 41 42 10 43 11 Scale z 1:53.9 sxa .. 3x4 .. 0-5-6 I I 0-5-6 Plate Offsets (X, Y): [2:0-2-12,0-2-4], [14:0-2-12,0-2-4] Loading (psf) Spacing TCLL (roof) 20.0 Plate Grip DOL TCDL 10.0 LumberDOL 2-0-0 1.25 1.25 12-3-0 11-9-6 CSI TC BC DEFL in 0.25 Vert(LL) n/a 0.24 Vert(CT) n/a BCLL o.o• Rep Stress Iner YES 'NB 0.06 Horz(CT) 0.01 BCDL 7.0 Code IBC2016/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD OTHERS BRACING 2X4 OF No.1 &Bir G 2X4 OF No.1&BtrG 2X4 OF StdG TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid celling directly applied. REACTIONS (lb/size) 2=412/24-6-0, 14=335/24-6-0, 16=405124-6-0, 17=-60/24-6-0, 16=136/24-6-0, 19=90/24-6-0, 20=103/24-6-0, 21=60/24-6-0, 22=103/24-6-0, 23=66/24-6-0, 24=147/24-6-0, 25=-116/24-6-0, 26=453/24-6-0, 27=412/24-6-0, 30=335/24-6-0 MaxHoriz 2=110(LC12),27=110(LC12) Max Uplift 2=-103 (LC 6), 14=-96 (LC 13), 16=-122 (LC 13), 17=-264 (LC 41), 16=-41 (LC 13), 19=-31 (LC 13), 20=-27 (LC 13), 22=-29 (LC 12), 23=-30 (LC 12), 24=-46 (LC 12), 25=-270 (LC 30), 26=-150 (LC 12), 27=-103 (LC 8), 30=-96 (LC 13) Max Grav 2=413 (LC 42), 14=367 (LC 55), 16=534 (LC 41), 17=191 (LC 53), 16=297 (LC 52), 19=269 (LC 51), 20=275 (LC 50), 21 =256 (LC 49), 22=275 (LC 48), 23=269 (LC 47), 24=300 (LC 46), 25=178 (LC 45), 26=529 (LC 30), 27=413 (LC 42), 30=387 (LC 55) FORCES (lb)• Maximum Compression/Maximum Tension TOP CHORD 1·2=0/47, 2-3=-141/76, 3-4=-166/92, 4-5=-131/69, 5-6=-137/117, 6-7=-136/140, 7-8=-133/162, 6-9=-133/162, 9-10=-136/141, 10-11=-137/117, 11-12=-133/89, 12-13=-161/91, 13-14=-164/30, 14-15=0/47 BOT CHORD 2-26=-61/176, 25-26=0/112, 24-25=0/134, 23-24=0/123, 22-23=0/125, 21-22=0/124, 20-21=0/124, 19-20=0/125, 18-19=0/125, 17-16=0/128, 16-17=0/120, 14-16=-15/172 WEBS 8-21=-221/64, 7-22=-254/43, 6-23=-252/48, 5-24=-267/64, 4-25=-207/179, 3-26=-359/192, 9-20=-254/43, 10-19=-252/46, 11-18=-266/62, 12-17=-212/169, 13-16=-378/176 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=67mph; TCDL=6.0psf; BCDL=4,2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -2-0-11 to 2-5-5, Exterior(2N) 2-5-5 to 12-2-14, Comer(3R) 12-2-14 to 16-8-14, Exterior(2N) 16-8-14 to 26-6-11 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) • 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. ~omI11.uea on page "£ & ~NING • Verify design paramotffl and READ NOTES ON lHIS AND INCLUDED MITE< REFERENCE PAGE Mll-7473 rev. 5/IG/2020 BEFORE USE. Design vatkt for use only with MiTekeconnedora. Thia design la based only upon parameters shown, and Is for an individual building component, not 24-6-0 12-3-0 44 12 2.5L 12 45 13 24-0-6 11-9-6 (loc) 1/defl -n/a -n/a 2 n/a Ud 999 999 n/a PLATES MT20 3x4._ 5x8., 26-6-0 2-0-0 GRIP 220/195 Weight: 135 lb FT=20% 1 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 2, 96 lb uplift at joint 14, 29 lb uplift at joint 22, 30 lb uplift at joint 23, 46 lb uplift at Joint 24, 270 lb uplift at joint 25, 150 lb uplift at joint 26, 27 lb uplift at joint 20, 31 lb uplift at joint 19, 41 lb uplift at joint 18,264 lb uplift at joint 17, 122 lb uplift at joint 16, 103 lb uplift at joint 2 and 96 lb uplift at joint 14. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 21, 22, 23, 24, 25, 26, 20, 19, 16, 17, 16. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) 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. 14) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/Z' gypsum sheetrock be applied directly to the bottom chord. May4,2022 Nii. Milek· a INH system. Before use, the building designer must verify the appllcablNty of design parameter1 and property Incorporate this de.sign Into the overaH bulfding dealgn. Bracing indtcated Is to prevent buckMng of lndlvtdual truu web ,nd/or chord membera only. Additional temporary and permanent bracing is always required for atabiltty and to prevent colapae with posslb,e personal Injury and property damage. For general guidance regarding the fabri«ltlon, llon1ge, delivery, erection and bracing of trusses and truss systems, see ANS/ITPff Quftllty Crtt.rla, osa.at and SCSI Bui/dirt/I compon- S-,.Y lnfomutt/on avallab'e from Truss Plate Institute, 2670 Ct11ln Highway, Suite 203 Waldort, MO 20601 250 Klug Circle COrona, CA 92880 Job Truss Truss Type Qty Ply Rowe ADU 220541-A B05 Scissor Supported Gable 1 1 Job Reference tnntional\ Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTok Industries, Inc. Wed May 04 12:35:26 ID:y961r1<fZeE 1 RA_ZglYMPZ4zJu8h-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDol7 J4zJC?f 15) No notches allowed in overhang and 2-0-0 from left end and 2-0-0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edg&-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard ,& WARNING-Verify deslgn paramotm and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Ml~7473 ...,, 5/1D/2020 BEFORE USE Design valid for u1e onty with MiTek«I connectors. This design 11 based onty upon parameters shown, and Is for an lndMdual buikffng component, not a tru11 system. Befort use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the OYeflfl building design. Bra<:ing indicated 11 to prevent buck.ting or lndlvtduaa truss web and/or chord members onty. Addltlonal temporary and permanent bracing Is atways required for at.ability and to prevent CC>Mapse with poulble personal injury and property damage. For general guidance regarding the fabricatlon, storage, dellvery, erection and l>fllcing of1russes and truss systems, see AHSI/TPII Qual/ly Crll'ffla, OS!Ut and SCSI Bui/ding Componont Sfflfy Jntomurtlon available from Tru11 Pt■te Institute, 2670 Cra.ln Highway, SUHe 203 Waldorf, MD 20601 M11· Milek· 250 Klug Circle Corona, CA 92880 K11726409 Page: 2 Job Truss Truss Type Qty Ply Rowe ADU 220541-A C01 Common 3 1 Job Reference /ootional) Stone Truss. Inc., Oceanside, CA -92054, Run: 8.53 S N>< 27 2022 Print: 8.530 S Apr 27 2022 MITek Industries. Inc. Wed May 04 12:35:27 ID:JB1L9IYMStE4QCeiXNAW1TzJu7Y-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCDol7J4zJC?f -2-0-0 2-0-0 t "' rr Scale • 1 :26.9 Loading (psf) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 10.0 LumberDOL 1.25 BCLL o.o• Rep Stress Iner YES CSI TC BC 'NB 4-6-0 4-6-0 12 s r 4-6-0 4-6-0 0.26 0.12 0.06 4x4= 3 2x4 • DEFL in Vert(LL) -0.02 Vert(CT) -0.03 Horz(CD 0.01 BCDL 7.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING 2X4 OF No.1 &Btr G 2X4 OF No.1&BtrG 2X4 OF Std G TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=456/0-5-8, 4=45610-5-8 FORCES TOP CHORD BOT CHORD WEBS NOTES Max Horiz 2=44 (LC 16) Max Uplift 2=-99 (LC 12), 4=-99 (LC 13) (lb) -Maximum Compression/Maximum Tension 1-2=0/47, 2-3=-472/187, 3-4=-472/187, 4-5=0/47 2-6=-34/416, 4-6=-34/416 3-6=0/154 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-11 to 2-5--5, Interior (1) 2-5-5 to 4-6-0, Exterior(2R) 4-6-0 to 9-0-0, Interior (1) 9-0-0 to 11-0-11 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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 flt between the bottom chord and any other members. 5) A plate rating reduction of 20% hes been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 2 and 99 lb uplift at joint 4. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) 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. 9) 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(SI Standard 9-0-0 4-6-0 3x4 • 9-0-0 4-6-0 (loc) I/defl Ud PLATES 6-12 >999 240 MT20 6-12 >999 180 4 n/a n/a Weight: 34 lb K11726410 Page: 1 11-0-0 2-0-0 GRIP 220/195 FT=20% May 4,2022 £ MRNING -Ver1fy Oeslgn parameters anO READ NOTES ON lHIS ANO INCLUDED MITEK REFERENCE PAGE Mll,7473 tev. 5119/2020 BEFORE USE. Design valid for use onry with MiTeke connectors. This design Is based only upon parameters shown, and Is for an incllvfdual building component, not • truss 1ystem. Before use, the building deJJgner must verify the applleabiltty of del1gn parameters and property Incorporate this de1tgn Into the overau bulkllng design. Bracing lndleatect 11 to prevent buckling or lndMctum trun web and/or chOr'd member1 only. Additional temporary and permanent bracing is always required for stablltty and to prevent co&lapu with po11lbkt personal Injury and property damage. For general guidance regarding the llbr1catk>n, storage, Oeffve,y, erection and b,-clng of trusses and truss systems. see ANSV'fPlf Quality Crttwll, oss-a, .,,d SCSI Bulle/Ing Component S<lfely Information available from Truss Plate Institute, 2670 Crain Highway, &Jtta 203 W.ldorf, MO 20601 NII. Milek· 250 Klug Cl<tle Corona. CA 92880 5 Job Truss Truss Type Qty Ply Rowe ADU 220541-A 001 Jack-Open Supported Gable 2 1 Job Reference I ootional) Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.53 S Ap, 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Wed May 04 12:35:27 ID:Uqk9Kk5RZ9qSOnoVhy4tvuzK81k-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWICDo17 J4zJC?f -2-0-0 2-0-0 2-0-0 2-0-0 12 s r 3x4,. 3 ][ 4 3x4 a 4x6• 2x4 II 2-0-0 Scale = 1 :23.1 Plate Offsets (X, Y): [2:0-2-2,0-1-8] Loading (psi) Spacing 2-0-0 CSI DEFL in (loc) TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(ll) n/a - TCDL 10.0 LumberDOL 1.25 BC 0.07 Vert(CT) n/a - BCLL o.o• Rep Stress Iner YES WB 0.00 Horz(Cn 0.00 2 BCDL 7.0 Code IBC2018/TPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD WEBS BRACING 2X4 DF No.1&Btr G 2X4 DF No.1&Btr G 2X4 DFStdG TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purtlns, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=260/2-0-0, 4=0/2-0-0, 5=260/2-0-0 FORCES TOP CHORD BOT CHORD NOTES Max Horiz Max Uplift Max Grav 2=53 (LC 11), 5=53 (LC 11) 2=-96 (LC 8), 4~3 (LC 9), 5=-96 (LC 8) 2=345 (LC 28), 4=259 (LC 27), 5=345 (LC 28) (lb) -Maximum Compression/Maximum Tension 1-2=0/47, 2-3~295/119, 3-4~253/35 2-4=-121/295 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 96 lb uplift at joint 2, 3 lb uplift at joint 4 and 96 lb uplift at joint 2. 9) This truss is designed in accordance with 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) No notches allowed in overhang and 2-0-0 from left end and O from right end or 12'' along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard I 1/defl Ud PLATES n/a 999 MT20 n/a 999 n/a n/a Weight: 12 lb K11726411 Page: 1 GRIP 220/195 FT=20% May4,2022 ,& WARNING• Verify design perameters end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 51111/202() BEFORE USE Design valid tor un ontywlth MiTekeconnectOB. This design 11 based onty upon parameters shown, ,nd Is for 1n Individual building component. not ■ truss system. Before use, the bulldlng designer must verify the appllcablltty of design p■rwmeters and proper1y Incorporate this design Into the overaU buKding design. Braclng lndk:ated Is to prevent buckling oflndlvldual truss web and/or chord members only. Additional temporary and permanent bracing I1 atw■ya requk'ed for stabillty and to prevent collapse with po1,1ibte personal lnJury and l)(operty damage. For general guidance r.gardlng the fabrication, storage. deHvery. erection and bracing of trusses and truaa ayatema, 111 ANSVTPl1 Qwllty crtttm,, OSB-lt and SCSI Bulldlng Component S_,.,. Information available from Truas Ptate Institute, 2670 Crain H;ghway, Suite 203 Waldorf, MO 20601 1111· Milek· 250 Klug Circle Corone, CA 92880 Job Truss Truss Type Oty Ply Rowe ADU 220541-A 002 Jack-Open 1 1 Job Reference ( optional} Stone Truss, Inc .• Oceanside, CA-92054, Scale• 1:21.1 Loading (psf) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 10.0 LumberDOL 1.25 BCLL o.o• Rep Stress Iner YES Run: 8.53 S N><27 2022 Print: 8.530 S Apr27 2022 MiTek Industries, Inc. Wed May 0412:35:27 ID:bozDwYrGViBR?YhSy2CyYTzK8u~RIC?PsB70Hq3NSgPqnL8w3ulTXbGKV\'rCDoi7 J4zJC?f -2-0-0 2-0-0 CSI TC 0.17 BC 0.05 VVB 0.00 3x4 • DEFL 2-0-0 2-0-0 12 sr 2-0-0 Vert(LL) Vert(CT) Horz(CT) 3 I in (loc) 1/defl Ud PLATES 0.00 4-7 >999 240 MT20 0.00 4-7 >999 180 0.00 2 nla n/a BCDL 7.0 Code IBC2018/TPl2014 Matrix-MP Weight: 9 lb LUMBER TOP CHORD 2X4 OF No.1&BtrG BOT CHORD 2X4 OF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pu~ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=261/0-5-8, 3=21/ Mechanical, 4=-11/ Mechanical FORCES TOP CHORD BOT CHORD NOTES MaxHoriz Max Uplift Max Grav 2=5B (LC 12) 2=-89 (LC 8), 3=-15 (LC 12), 4=-11 (LC 1) 2=346 (LC 25), 3=258 (LC 29), 4=35 (LC 26) (lb) -Maximum Compression/Maximum Tension 1-2=0/47, 2-3=-271/218 2-4=-139/122 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.2psf; h=2511; Cat. II; Exp C; Enclosed; MVVFRS (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 & MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wtth any other live loads. 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) Refer to girder(s) for truss to truss connectio'ns. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 2, 11 lb uplift at joint 4 and 15 lb uplift at joint 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. B) 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 K11726412 Page: 1 GRIP 220/195 FT=20% May 4,2022 ,A WARNING -Verify design peramote~ 111<1 READ NOTl,S ON lHIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/11112020 BEFORE USE. Design valkt for use only with MiTeke connectors. This design 11 based onty upon parameters shown, and Is for an Individual buUdlng component, not 1 truu system. Before use, the buik:Ung designer must verify the 1pp$iclblllty of design parameteta and properly incOf'J)Orate this design Into the overaff bulldlng design. Braclng indicated Is to prevent buckling of Individual truu web and/or chord members onty. Additional temporary and permanent bracing it always required for stability and to prevent collapse with possible personal Injury and property damage. For genera! guidance regarding the fabrication, ttotage, delivery, erection and bracing of trusses and truts systems. aee ANSI/TPff Qwllty Crtt.rN, DSEJ..19 ,md SCSI Sulldlng Component Smty lnrorm.tlon avallable from Tru11 ?tate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Mii' Milek' 250 Klug Clr<le Corona, CA 92880 Job Truss Truss Type Qty Ply Rowe ADU 220541-A D03 Jack-Open 2 1 Job Reference C ootionall Stone Truss, Inc., Oceanside, CA. 92054, Run: 8.53 S A?'27 2022 Print 8.530 S Apr27 2022 MITek Industries, Inc. Wed May 0412:35:27 ID:bFwMnwRxWGvFwK4wzvb_AlzK8ul>-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f I Scale ~ 1 :20.1 Loading (psf) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 10.0 LumberDOL 1.25 BCLL o.o• Rep Stress Iner YES 3x4 • CSI TC BC 'NB 2-0-0 12 sr 2-0-0 0.10 0.06 0.00 2 DEFL in Vert(LL) 0.00 Vert(CT) 0.00 Horz(CT) 0.00 BCDL 7.0 Code IBC2018/TPl2014 Matrix-MP LUMBER TOP CHORD 2X4 OF No.1 &Bir G BOT CHORD 2X4 OF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=74/0-5-8, 2=52/ Mechanical, 3=22/ Mechanical FORCES TOP CHORD BOT CHORD NOTES Max Horiz Max Uplift Max Grav 1=31 (LC 12) 1=-7 (LC 12), 2=-26 (LC 12) 1 =284 (LC 25), 2=269 (LC 29), 3=46 (LC 26) (lb) -Maximum Compression/Maximum Tension 1-2=-60/48 1-3=-50/64 1) Wnd: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.2psf; 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1 and 26 lb uplift at joint 2. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load ol 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 I (loc) Udefl Ud PLATES 3-6 >999 240 MT20 3-6 >999 180 1 n/a n/a Weight: 6 lb K11726413 Page: 1 GRIP 220/195 FT=20% May4,2022 ... WARNING· Verify design parameler, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51111/2020 BEFORE USE. Design valtd for uu only with MiTekCI c.onnector1. Thia design 11 based only upon parameters ahown, and la for an lndl\4dual bulktlng component, not a truu sy1tem. Before use, the building designer must verify the appllcability of design parameters and property Incorporate this design Into the overaN buffdlng des;gn. Bracing Indicated la to prevent buckNng of lndlvlduat truas web and/or chord members onty. Addltlonaf temporary and pem,anent bracing la atways requlred for atablnty and to prevent cotlapu with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectJon and bracing oftruues and tn.lss systems, see ANSVTPl1 Qwllty Crltwla, osue and SCSI Bulldlng Component Snty lnformdon avallable from Tru11 Ptl'te Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1111· Milek· 250KlugClrcie C°"""',CA 92880 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. o-l~s" For 4 x 2 orientation, locate plates 0-~,J' 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 c> 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: BCSI: 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. Numbering System 0 a:: "? 0 -J: (.) (.) 0. 0 I- 8 6--4-8 1 dimensions shown In ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2.J WEBS C7-8 C6-7 BOTTOM CHORDS 7 6 5 0 a:: 0 J: (.) 0. 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 --(t Milek ® MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 £ 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 to the building designer, erection supervisor, properly owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSlfrPI 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 at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 It. spacing, or less, W 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. APRIL 12, 2019 c:Jc:J [VJ□□ == == ru no MiTek USA, Inc. i r l l/lO!lfEliAFI. ~Y ~,' .11·~1 ~{il l.J AWTllk~ I J ® DIAGONAL BRACE 4'·0' O.C. MAX Standard Gable End Detail MII-GE1 10-001 MiTek USA, Inc. Page 1 of 2 Typical _x4 L-Brace Nailed To 2X.... Verticals W/1 0d Nails spaced 6' o.c. ~b7·· SECTIONB-B (2) -10d Nall& Into 2x6 2lc6 Studor I TRUSS GEOMETRY ANO CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. """-...... 2x4 No.2 of bener SECTION A-A \ ............._ Typical Horizontal Brace Nailed To 21L Verticals w/(4)-10d Nalls 2x4S1Ud Varies to Common Truss SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) • 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) • tOd NAILS. (4) -8d (0.131" X 2.5") NAILS MINIMUM, PLYWOO SHEATHING TO 2x4 STD DF/SPF BLOCK * • Diagonal Bracing Refer lo Section A-A NOTE: ** -L-Bradng Refer to Section B-B 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1 x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 5, DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C, 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD, ATTACH TO VERTICAL STUDS WITH (4) f0d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131' X 3') ANO NAILS DESIGNATED f6d ARE (0.131" X 3.5') Minimum Stud Size Species Stud Spacing Without I 1x4 I 2x4 J DIAGONAL I ~~i~i~Nfrl Brace L•Brace L-Brace BRACE 1/3 POINTS and Grade Maximum Stud Length 4-6-3 4-1-3 4-4-5 6-2-0 8-2-7 12x4 OF/SPF Sid/Stud 12" O.C. !2x4 OF/SPF Sid/Stud 16" O.C. i2x4 OF/SPF Std/Stud 24" O.C. 5·0·7 I 7-1-7 I 9-0-5 3-5-8 3-~·11 ~0-7 6-10-15 X Diagonal braces over 6'-3" require a 2x4 T·Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 1 0d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. IMAX MEAN ROOF HEJGHT • 30 FEET CATEGORY II BUILDING EXPOSURE B or C 13-6-8 12-3-10 10-4-7 ASCE 7·98, ASCE 7•02, ASCE 7-05 110 MPH IASCE 7•10, ASCE 7-16 140 MPH DURATION OF LOAD INCREASE : t .60 STUD DESIGN IS BASED ON COMPONENTS AND CLADDtNGj CONNECTION OF BRACING IS BASEO ON MWFRS. s@24" o.c. /, 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) ·16d NAILS AND ATTACHED TO BLOCKING WITH (5) -10d NAILS. .__ __ HORIZONTAL BRACE (SEE SECTION A-A) /10/2020 APRIL 12, 2019 Standard Gable End Detail MIi-SHEET 2 MiTek USA, Inc. Page 2 of 2 ~ v IUD == wOFJ ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. HORIZONTAL BRACE (SEE SECTION A-A) Roof Sheathing IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PI.ANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENOS Diag. Brace at 1 /3 points if needed 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4)-16d (0.131' X 3.5") NAILS AND ATTACHED TO BLOCKING WITH (5) -1 0d (0.131" X 3') NAILS. NAIL DIAGONAL BRACE TO PUAUN WITH TWO 16d (3.5"x0.131") NAILS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d (0.131" X 3.5') NAILS EACH. FASTEN PURLIN TO BLOCKING W/TWO 16d (0.131" X 3.5") NAILS (MIN) PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES UPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2)-10d (0.131" X 3") NAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -10d (0.131" X 3') NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2 : ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: • FOR WIND SPEEDS 120 MPH (ASCE 7·98, 02, 05), 150 MPH (ASCE 7-10, 16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131' X 3") NAILS SPACED 6" O.C. -FOR WINO SPEEDS 120-150 MPH (ASCE 7-98, 02, 05), 150-190 MPH (ASCp-10, 16) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. (2X4 STUDS MINIMUM) SCAB ALONG VERTICAL MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID ANO ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE ST ANOARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE : THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADORESSED HERE. / I I /10/2020 -~NVENTIONAL VALLEY FRAMING DETAIL ]Ml1-VALL_EY1 7 (A) -~-~__,;.,i; ~ •, i: : ! ''"-"--' ' ,, 1, ' :· :i!- RIDGE BOARD ( SEE NOTE #6 ) POST MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS /~ VALLEY PLATE ( SEE NOTE #4 ) VALLEY RAFTERS ( SEE NOTE #2) -~-L...__-( "J ']_JL_.JL_P_O...JS'-T-SH_A_L_L BE LOCATED ON SHEATHING ABOVE THE TOP -CHORD OF EACH TRUSS. PLAN DRAWING POST (SEENOTE#8)-- TRUSS TYPICAL (24' o.c.) GABLE END, COMMON TRUSS OR GIRDER TRUSS GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. TRUSS MUST BE SHEATHED 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE ( a.) GABLE ENO, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. NOTE: 48" O.C. MAXIMUM POST SPACING LIVE LOAD -30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC= 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10, ASCE 7-16 115 MPH (MWFRS) 4. INSTALL 2x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (0.131" X 3.5") NAILS. 6. SET 2 x 6 12 RIDGE BOARD. SUPF'ORT WITH 2 x 4 POSTS SPACED 48' O.C .. BEVEL BOTTOM OF POSTTOSETEVENLYON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4) 10d (0.131' X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH ( 3 J Hid (0.131 • X 3") TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C .. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( S) 16d (0.131" X 3.5') TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3) 16d (0.131' X 3.5") TOE-NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.C ( OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (0.131" X 3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.6") NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED ( 2 ) PLY 2 x4's FASTENED TOGETHER WITH 2 ROWS OF 10d (0.131" X3') NAILS 6" O.C .. /10/2020 SIE ,INC. GEOTECHNICAL •GEOLOGY• HYDROGEOLOGY • MATERIALS TESTING• INSPECTION Robert Rowe 2797 Crest Drive Carlsbad, CA 92008 Subject: PLAN REVIEW LETTER -GEOTECHNICAL 1138-sf Second Story Over Garage ADU Addition with Access Stairway and Deck 2797 Crest Drive (APN 162-152-45) Carlsbad, California April 21, 2022 Sierra Geotechnical Services Inc. (SGSI) has reviewed the project architectural and foundation plans prepared by W.C. Designs (PDF dated 4/6/2022), as well as the foundation design calculations prepared by Paul Christenson San Diego Engineering (PDF dated 3/20/2022) for site specific applicability to the geotechnical environment. The project, located at 2797 Crest Drive, Carlsbad, California (33.1701, -117.3354) (Figure 1), will include the construction of an 1138-sf, over-garage ADU addition. The garage is attached to the house. The existing foundations, and the addition of several new isolated pad/pier footings will be used to support the additions. Footing depth as shown, vary from 12 to 18-inches deep. Topography in the building area is relatively flat. The home was constructed circa 2002. SGSI reviewed reports found on the City of Carlsbad Public Records Access website, prepared by North County Compaction Engineering Inc., for the project site. These included: • Amended Preliminary Soils Investigation Report, for a Residential Subdivision Expansion, to include Lots 8 through 10, located at 1858 Buena Vista Way, Carlsbad. Project No. CE-5837-A, dated August 10, 1999. • Report of Certification of Compacted Fill Ground, Proposed Single Family Dwellings, Lot No's 1,2,3 and S of Eucalyptus Crest (Crest Drive and Buena Vista Way), Carlsbad. Project No. CE-5837, dated April 9, 2001 The Amende d Preliminary Soils Investigation Report indicated that site soils consisted of approximately 1-foot of granular fill, over native, yellowish-brown, dense, s ilty sand deposits (Unified Soil Classification Symbol: SM). MAMMOTH OFFICE: PO BOX 5024, MAMMOTH LAKES, CA 93546 • Phn: (760) 937-4608 BISHOP OFFICE: 169 WILLOW STREET, BISHOP, CA 93514 • Phn: (760) 937-4789 CARLSBAD OFFICE: 7040 A VEN IDA ENCINAS, SUITE 104-469, CARLSBAD, CA 92011 • Phn: (760) 937-4608 www..s:gslus ( SI 2797 Crest Drive ADU Project Number 3.31884 April 21, 2022 The in-situ relative density/ compaction of this material was 90-percent. Groundwater was not observed. Laboratory tests indicated that this material was non-expansive. We interpret the native soils found therein to be equivalent of the Old Paralic Deposits as noted by the Kennedy and Tan 2007, site geologic map of the area (Figure 2). Additionally, a foundation bearing pressure of 2,000 psf, and a footing embedment of 12- inches and 18-inches below lowest adjacent grade, was provided for one and two-story structures, respectively. The Report of Certification of Compacted Fill Ground indicated loose topsoil and fill were removed, all "cut" areas overexcavated, and building pads underlain by 3-feet of very low expansive fill, compacted to 90-percent. The foundation bearing and embedment was the same as that given in the Amended Preliminary Soils Investigation Report. Based upon our review of the ADU project plans and calculations, the 1,500 psf bearing pressure shown in Section 1.0 -Design Criteria of the Structural Design Calculations, is considered applicable for the site. The plans and calculations have been prepared generally consistent with the recommendations in the referenced reports. Seismic data has been updated by the project Structural Engineer. No additional investigation and/or testing is needed at this time. We do however recommend that the following be implemented during construction: • Excavations: All new foundation excavations should be observed by a representative of SGS! prior to placement of reinforcing steel, to assure proper embedment into competent soils. • Footings: Should be properly prepared in accordance with the attached earthwork recommendations. At a minimum, footings shall be moisture conditioned as necessary, and compacted to at least 90-percent of the maximum dry density obtained using ASTM D1557 as a guideline. We appreciate the opportunity to be of service to you. Should you have any questions regarding this report, please do not hesitate to contact us. Respectfully, oseph A. Adler Principal Geologist CEG 2198 (exp 3/31/2023) homas A. Platz Principal Engineer PE C41039 (exp 3/31/2023) 7 Dl..,...IY"'-'! a Q . ✓• ~i 9.-. ........ \ \ .9·CAIII.SIIAII \ ,-,L. a - NOT TO SCALE ......,. ....... ,,, PROJECT• COORD• SITE LOCATION MAP 2797 CREST DRIVE DATE• Q r1 n 33. 1701, -11 7. 3354 4/2022 DRAIJING• FIGURE 1 DRAIJN BY, JAA JOB N□., FIGURE• 3.31884 FIGURE 1 SI X U 1101 .• 11,JII.M u .. ,,_ Old parallc deposits, undivided, Units 2- 4 .,.,.,Ck!.,..,.,.. La•Plt,li0c:•ttel'711 001'1'•1 ~--Poott,.eart• .....,..tly,.,..._. INNh~ irll.t~.nnd~ ~ ••.-me.-...~c.,..11 ~-,,~ •"'™IKll •nd corvb,,..111 r._. ,....,111 ,.,.Ofl.,_l'ICtw__,_ ... ,..Q.l .... .,...O'ffl~ .,,. ,..,,. ..... • ,-. ... ,.v•.nssr-.... ,, • .,.._..9t• ;mor o.i.-w.11 .. ~>0•IO ~~ c-.Nt C...... ~orc.-.,,.,,_~c:.... .. c.....,.,,--, JnD.ltt NOT TO SCALE PROJECT• SITE GEOLOGIC MAP 2797 CREST DRIVE COORD• DATE• 33.1701, -1173354 4/2022 DRA\,'ING• FIGURE.DWG DRA\,'N BY• JAA JOB NO.• FIGURE• 3.31884 FIGURE 2 GENERAL EARTHWORK AND GRADING These general earthwork and grading specifications are for the grading and earthwork shown on the approved grading or construction plan(s) and/or indicated in the geotechnical report(s). Earthwork and grading should be conducted in accordance with applicable grading ordinances, the current California Building Code, and the recommendations of this report. The fo llowing recommendations are provided regarding specific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant during grading. Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record. The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of grading or construction. During grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground, after it has been cleared for receiving fill but before it has been placed, bottoms of all "remedial removal areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fil l materials and perform relative compaction testing offill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner a nd the contractor on a routine and frequent basis. The Earthwork Contractor The Earthwork Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Earthwork Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to the commencement of grading. The Earthwork Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) a nd grading plan(s). If, in the opinion of the Geotechnical Consultant unsatisfactory conditions, such as unstable soil, improper moisture condition, inadequate compaction, adverse weather, etc .... are resulting in a quality of work less than required in these Specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the co nditions are rectified. INC. Site Preparation General: Site preparation includes removal of deleterious materials, unsuitable materials, and existing improvements from areas where new improvements or new fills are planned. Deleterious materials, which include vegetation, trash, and debris, should be removed from the site, and legally disposed of off-site. Unsuitable materials include loose or disturbed soils, undocumented fills, contaminated soils, or other unsuitable materials. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1-percent of organic materials (by volume). Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant etc. have chemical constituents that are hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fine and/or imprisonment and shall not be allowed. Any existing subsurface utilities that are to be abandoned should be removed and the trenches backfilled and compacted. If necessary, abandoned pipelines may be filled with grout or slurry cement as recommended by, and under the observation of, the Geotechnical Consultant. Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. In addition to removals and over-excavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured, or otherwise unsuitable ground shall be over-excavated to competent ground as evaluated by the Geotechnical Consultant during grading. All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. Compaction The onsite soils are suitable for placement as compacted fill provided the organics, oversized rock (greater than 6-inches in diameter) and deleterious materials are removed. Rocks greater than 6- inches and less than 2-feet in diameter can be placed in the bottom of deeper fills or approved areas provided they are selectively placed in such a manner that no large voids are created. All rocks shall be placed a minimum of 4-feet below finish grade elevation unless used for landscaping purposes. Any import soils shall be tested for suitability in advance by the project Geotechnical Engineer. After making the recommended removals prior to fill placement, the exposed ground surface should be scarified to a depth of approximately 8-inches, moisture conditioned as necessary, and compacted to at least 90-percent of the maximum dry density obtained using ASTM 01557 as a guideline. Surfaces on which fill is to be placed which are steeper than 5:1 (Horizontal to vertical) should be benched so that the fill placement occurs on relatively level ground. For the parking areas and other improvements, a one-foot removal is recommended depending on site conditions (i.e., depth of root zone, and depth of disturbance which may have locally deeper removal depths). The removal bottom should be observed (tested as needed) by the geotechnical consultant prior to placing fill soils. The upper 12-inches of subgrade material along with the Class II Aggregate Base and the Asphaltic concrete shall be compacted to a minimum of 95-percent of the materials maximum dry density as determined by ASTM 01557. The subgrade and aggregate base shall be moisture-conditioned and compacted to 95-percent of the material's maximum dry density as determined by ASTM 01557 to a depth of 12-inches. All fill and backfill to be placed in association with the proposed construction should be accomplished slightly over optimum moisture content using equipment that is capable of producing a uniformly compacted product throughout the entire fill lift. Fill materials at less than optimum moisture should have water added and the fill mixed to result in material that is uniformly above optimum moisture content. Fill materials that are too wet can be aerated by blading or other satisfactory methods until the moisture content is as required. The wet soils may be mixed with drier materials in order to achieve acceptable moisture content. The fill and backfill should be placed in horizontal lifts at a thickness appropriate for equipment spreading, mixing, and compacting the material, but generally should not exceed 8-inches in loose thickness. Retaining wall backfill shall be composed of a granular material (maximum !> 3-inch rock) with an expansion index (EI) of no greater than 50 and a sand equivalent (SE) greater than 30. No fill soils shall be placed during unfavorable weather conditions. When work is interrupted by rains or snow, fill operations shall not be resumed until the field tests by the geotechnical engineer indicate that the moisture content and density of the fill are as previously specified. Slopes All slopes shall be compacted in a single continuous operation upon completion of grading by means of sheepsfoot or other suitable equipment, or all loose soils remaining on the slopes shall be trimmed back until a firm compacted surface is exposed. Slope compaction tests shall be made within one foot of slope surface. Cut and fill slopes shall be a maximum of 2:1 (horizontal to vertical) unless approved by the Geotechnical Consultant. Planting and irrigation of cut and fill slopes and/or installation of erosion control and drainage devices should be completed due to the erosion potential of the soil. Temporary Excavations Temporary excavation shall be made no steeper than 1:1 (horizontal to vertical). The recommended slope for temporary excavations does not preclude local raveling and sloughing. Where wet soils are exposed, flatter excavation of slopes and dewatering may be necessary. In areas of insufficient space for slope cuts, or where soils with little or no binder are encountered, shoring shall be used. All large rocks exposed above temporary cuts shall be removed prior to foundation excavation. In addition, any rocks exposed during development from raveling and sloughing should be removed immediately. All excavations should comply with the requirements of the California Construction and General Industry Safety Orders and the Occupational Safety and Health Act and other public agencies having jurisdiction. Trench Backfill Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the outside bottom edge of the footing, shall be compacted to a minimum of 95-percent per ASTM D1557. All trenches in structural areas and under concrete flatwork shall be compacted to a minimum of 95- percent per ASTM D1557. All trenches in non-structural areas shall be compacted to a minimum of85-percent per ASTM D1557. All material used for trench backfill shall be approved by the Geotechnical Engineer prior to placement. All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1-foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 95-percent of maximum from 1-foot above the top of the conduit to the surface. Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. Regulations of the governing agency may supersede the above, and all trench excavations should conform to all applicable safety codes. The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. HVAC SYSTEM HEATING AND COOLING LO.An< c IIUIU A ~ Project Name \_; l ~r -Date Rowe ADU 2/28/2022 System Name Floor Area New Gas FAU 1,138 ENGINEERING CHECKS SYSTEM LOAD Number of Svstems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Cutout oer Svstem 40,000 Total Room Loads 416 10,174 653 212 10,197 Total Output (Btuh) 40,000 Return Vented Lighting 0 Cutout /Btuh/saftl 35.1 Return Air Ducts 374 501 Coollna Svstem Return Fan 0 0 Output per System 0 Ventilation 0 0 0 0 0 Total Cutout (Btuh) 0 Supply Fan 0 0 Total Output (Tons) 0.0 Supply Air Ducts 374 501 Total Outout /Btuh/saft) 0.0 Total Cutout /soft/Ton) 0.0 TOTAL SYSTEM LOAD 10,921 653 11,199 Air Svstem CFM per Svstem 1,000 HVAC EQUIPMENT SELECTION Airflow /cfml 1,000 Rheem R92PA0502317MSA 0 0 40,000 Airflow (cfm/sqft) 0.88 Airflow (cfrn/Tonl 0.0 Outside Air(¾) 0.0% Total Adjusted System Output 0 0 40,000 Outside Air (cfrn/saftl 0.00 (Adjusted for Peak Design conditions) Note: values above aiven at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM I Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temoeratures at Time of Heatina Peak) 34 °F 70 °F 70 °F 115 °F -. @ s ~1-, ,-.~ . -. Outside Air ~ l ...... 0 cfrn Supply Fan Heating Coil 115 °F ~ 1,000 cfrn -ROOM t '!.. I 70 °F 70 °F .. -~-1-1 -, -~ I COOLING SYSTEM PSYCHROMETRICS Airstream Temoeratures at Time of Cooling Peak) 83 / 68 °F 78 / 62 °F 78 / 62 °F 55 / 54 °F -@ B ~~Tr I -~ ~ l Outside Air .... o· 0 cfrn Supply Fan Cooling Coil 55 / 54 °F ~ 1,000 cfm ---- 41 .1% ROOM ~ .. ·i 78 / 62 'F 78 I 62 °F ~ -~1-, I ~~ I RECEIVED MAY 2 4 2022 CITY O F CARLSBAD {city of Carlsbad '! • • • • ~ CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit #: CBR2022-0754 ------------------- Project Address: 2799 CREST DR ------------------- Assessor's Parcel #: 1561524500 ------------------- Project Applicant: TRUST ROWE ROBERT D AND JOHNSON KAREN L FAMIL (Owner Name) Residential Square Feet: New/Additions: ------------------- Second Dwelling Unit: 1,138 ---------------------- Commer ci a I Square Feet: New/Additions: ------------------- City Certification:City of Carlsbad Building Division Date: 05/23/2022 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person @ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) T HIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official~ '.E:i,, ,,_~ C, ~,,_i,ft{) . Le -G~~~~ Title: S, ;, p ~ V' , Y'\ \--...ecoclr /\/\ b Date: S -'dLI -8--~ CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: 6225 EL CAMINO REAL Phone:t:[ ( 0 ( \ 3) 1-s;t)OO COMMUNITY DEVELOPJiftij~S~A~ . .G~di~iotivision 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP C'0'2. '2.c>-;i'--o,5i STORM WATER POLLUTION PREVENTION NOTES BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Stonm Water Waste Management and Materials 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE BMPs Control BMPs Management BMPs Pollution Control BMPs AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION C: OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN C: C: 0 --0 0 :;::; C: C: -0 :;::; :;::; C> C Q) -0 Q) -0 IS EMINENT. " C: u u C: _,; C> E C: E C: -C " " 0 ·;: a_ C C C -L L -0 Q) ., :::e -0 " E C> L ., --:;::; L ·,, >, C> -2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION C: ., L C: ., c " " " C .!; '-.,. L C C: " ., C> a_ ., > 0 -~ 0 -Cc ·a. ·;: -C: " C: L u.J C: C " Best Management Practice' ~ £ C CD L 0 ., 0 L ., :;::; ;,::_ CONTROL DEVICES TO WORKING ORDER TO THE SA Tl SF ACTION " '" " ,-" ., C C: Q) -., C -c-..c: C: UL u " -0 al " :::e C: ., C: C: ;,:: C: (BMP) Description ➔ " u ., (/) ·e Q) E ..!! C> ., C> CD ·cc:: C> C: -0 " ~ C: 0 ::::, !; -., " Q) Q) OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING ., -,, :=!!: Q.) u -C 0 C '" C: L Q -g~ -0 >, 0 " C: C: CC> Q) gJ E " E ., E ~ C: 0 CD (/) ·-C> o:.+::-u ., C 0 ., :::e 0 "' 0 C: E ~c Q) E~ c = L-;,:: ., 0 Q) -Q) RAINFALL. X Q) ., a:: C E il N o, u C'I:;::; ~.£ a_ ~_g 1" C> ~ "' Q) C u._ E -"' ~ -" .c == en :=3: L...:;::; C: C :0 LC ·c -"' C> --0 ..c: C: ., u L ., " -0 ·-., ·--0 Q) u C u C: Q) L Q) u -0 C CC uc 0 0 t·c a_ 'a Q) • Q) ~ u C: L-.C L .c C -c "> ai -·-C -o -0 = C ·-C: N C: C: C: THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION -C 0 0 C C> .s 0 ..c: Q) 3. Q) ~ CL 0 en ., ..c: .c L -C C -L VJ C: CL C C. 0 ~u c_ C -a_ 0 oC CC 0 C C, u.J 0 i7i (/) u G: C, (/) > (/) (/) CJ_ (/) a:: ;,:: CJ_ CJ_ 0 CJ_ :::e (/) :::e (/) u,u (/) :::e :i:::::e u :::e CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR CASQA Designation ➔ .... IO -.... "' to IO 0 N ,..., .... IO N ,..., .... "' to IO c;, 7 -,..., .... 7 7 I I I I I I I I I I I I I I I I I I I I I I UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. u u u u u.J u.J u.J u.J u.J u.J u.J u.J f'= f'= (/) (/) (/) (/) i :::e :::e :::e :::e i i Construction Activity u.J u.J u.J u.J (/) (/) (/) (/) (/) (/) (/) (/) z z z z ;,:: ;,:: ;,:: ;,:: 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE Gradinn /Soil Disturbance -v v "' AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) Trench inn /Excavation DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT Stocknilina ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER Drillina /Borina EACH RAINFALL. ,· Concrete/As□halt Sawcuttina I..,.. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM Concrete Flatwork . Pavina AGGREGATE. Conduit/Pi□e Installation 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER Stucco/Mortar Work PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST • Waste Disposal __y BE INSTALLED AND MAINTAINED. Staainn /Lav Down Area ~ Enuinment Maintenance and Fuelinn 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER Hazardous Substance Use/Storaae THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED Dewaterina TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY Site Access Across Dirt '# REGULATIONS. Other /list): Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corres~onding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check he box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION PROJECT INFORMATION ACTl~TIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID Site Address: l, J'fl. (I (tijf a· THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, Assessor's Parcel Number: COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTl~TIES Emereontact:h K' UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED ame: cbe r--r Qu.J{! BY THE CITY OF CARL AD. @our Phone: '160 j-1&,-75J...l ') . \o0~ '\ llht{'~ OWNt ~OWN~ JS ~ 1 AME (PRINT) Construction Threat to Storm Water Quality ( ,J"i""i<-) 1/),U.J.,LlL i/fjlo1r (Check Box) 0 !VI""'{~}' OWNER s -&I I AME (SIGNATURE) A □ MEDIUM ~LOW E-29 Page 1 of 1 REV 11/17 (_ City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. .4 NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections . -------------,.-----------------------------,, Application lnfonnatlon Project Name/Building Permit No.: \--.A j M t,':, f.o wt A t7 U I BPNo.:C'0(L.U)-Z..Z. _ 01$1/ PropertyAddress/APN: ~"7~1 C,f".~ ~JVf;, AftJ l'!,(I \~~ ~ 00 Applicant Name/Co.: Applicant Address: Contact Phone: Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 Contact Phone: Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown I~.~ ~ J Construction Type D Residential ef New construction Ef Additions and alterations: ,,, &(" BPV < $60,000 □ BPV ~ $60,000 □ EJ,ectrical service panel upgrade only ✓BPV ~ $200,000 D Nonresidential □ New construction □ Alterations: □ BPV ~ $200,000 or additions ~ 1,000 square feet □ BPV ~ $1,000,000 □ ~ 2,000 sq. ft. new roof addition Checklist Item Complete Section(s) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B,4A NIA NIA All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 1B,5 1B, 2B, 5 Building alterations of~ 75% existing gross floor area 2B,5 1 B also applies if BPV ~ $200,000 tAP'OiJClliMIIMI-. ... Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21 .155 and 18.30.190,and the California Green Building Standards Code (CAL Green) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A O Residentialadditionoralteration~$60,000buildingpennitvaluation. D N/A _________ _ Details of selection chosen below must be placed on the plans referencing CMC □ Exception: Home energy score ~ 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Ductsealing D Attic insulation □Cool roof D Attic insulation D 1978 andlater Select one option: □ Lighting package D Water heating Package □ Between1978and1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof ~ 992 and later ~one option: ighting package D Water heating package Updated 4/16/2021 lo 3 B. D Nonresidential* new construction or alterations 1! $200,000 building pennit valuation, or additionsi! 1,000squarefeet.SeeCMC 18.21.155andCALGreen Appendix AS D NIA A5.203.1.1 Choose one: □ .1 Outdoor lighting □ .2 Restaurant service water heating (CE C 140 .5) D .3Warehousedocksealdoors. 0.4DaylightdesignPAFs 0.5Exhaustairheatrecovery □ NIA AS.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (ProjectswithindoorlightingAND mechanical) □ NIA AS.211.1 ** □ On-site renewable energy: D NIA A5.211.3** □ Green power: (If offered by local utility provider, 50% minimum renewable sources) D NIA AS.212.1 D Elevators and escalators: (Project with more than one elevator or two escalators) □ NIA AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) D N/A ________ _ * Includes hotels/motels and high-rise residential buildings ** For alterations~ $1,000,000 BPVand affecting> 75% existing gross floor area, ORalterationsthatadd 2,000square feet of new roof addition: comply with CMC 18.30.130 (section 2B below) instead. 2. Photovoltaic Systems N) A. D Residential new construction (for low-fise residential building pennit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuantto CAP section 3B below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #-0.u.) 'Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception D D D D ~A · B. D Nonresidential new construction or alterations i!:$1,000,000 BPV AND affecting 1!75% existing floor area, OR addition that increases roof area by ~.000 square feel Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hoteUmotel buildings. Choose one of the following methods: D Gross Floor Area (GFA)Method GFA: □ If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: D If 2: 10,000s.f. calculate: 15 kWdc x (GFA/10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 11> 4 □ Time-Dependent Valuation Method AnnualTDVEnergyuse:•tt ______ x .80= Min. system size: ______ kWdc *** Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. O Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. iii7'For systems serving individual dwelling units choose one system: ~eat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: efGas or propane water heating system □ Recirculation system per CMC 18.30.150(B) (high-rise residential, hotel/motel) or CMC 18.30.1 ?0(B) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction / □ .15 solar savings fraction, plus drain water heat recovery ~Exception: :'5f.:~\/ltJb\ A '2(~\..-UMl:T AN A ,O.tJ., Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/ 16/21 {o 5 4. Electric Vehicle Charging A D Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. 6 One and two-family residential dwelling or townhouse with attached garage: NJr I D One EVSE Ready parking space required D Exception :--'-/t~P:...._:V;____,._ ________ _ D Multi-familyresidential· D Exception · Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded upto nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are: (1 )for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation~$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. f _:'ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. ~ (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. -(4jvvhen on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. f-.l.A, 8. D Nonresidential new construction (includes hotels/motels) D Exception : ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) l Other "Ready'' I Other "Capable" I I I Calculation· Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 D 201 andover 1 0 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .1 Ox Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 10 5. □Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on yoursubmitted plans to determinewhetherornoryourperrnit requires a TDM plan. lfTDM is applicable to your permit, staff will contact the applicant to develop a site-specific TDM plan based on the permit details. Acknowledgment: I acknowledge that the plans my permit require a TDM Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1QlhEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1 ,000 sf to calculate employee ADT a Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations; Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf = 8,334 sf 3. (8,334 sf / 1,000 x 4.5) + 8 = 46 Employee ADT rtsbad's Transportation Demand Management Ordinance. I agree to be contacted should TDM plan is a condition of permit issuance. Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): WIWM\A C~g£., PhoneNumber. 7flO (l~f ?'~ Email Address: W ~ \'1t-l~ 1,-@-: CO)G • ~L Updated 4/1 6/2021 7 c.... .-----------------------------,\t- r'--City of Carlsbad RESIDENTIAL GREEN BUILDING CODE STANDAROSMANDATORY MEASURES CERTIFICATION CHECKLIST Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov B-51 This form, signed and completed, and all receipts for the recycled materials shall be submitted to the Building Inspector prior to Final Inspection. Site Development Mandatory 4.106.2 A plan is developed and implemented to manage storm water drainage during construction. (X) 4.106.3 The site shall be planned and developed to keep surface water away from buildings. (X) Construction plans shall indicate how site grading or a drainage system will manage all surface water flows. Energy Efficiency 4.201.1 Low-rise residential buildings shall meet or exceed the minimum standard design required by (X ) the California Energy Standards. Water Efficiency and Conservation Indoor Water Use 4.303.1 Indoor water use shall be reduced by at least 20 percent using one of the following methods: (X) 1. Water saving fixtures or flow restrictors shall be used. 7/01/2011 2. A 20 percent reduction in baseline water use shall be demonstrated. 4.303.2 When using the calculation method specified in Section 4.303.1 , multiple showerheads shall not (X) exceed maximum flow rates. 7/01/2011 4.303.3 Plumbing fixtures (water closets and urinals) and fittings (faucets and shower heads) shall (X) comply with specified performance requirements. 7/01/2011 Outdoor Water Use 4.304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be weather-(X) based. Enhanced Durability and Reduced Maintenance 4.406.1 Joints and openings. Annular spaces around pipes, electric cables, conduits or other openings in plates at exterior walls shall be protected against the passage of rodents by closing such openings ( X) with cement mortar, concrete masonry or similar method acceptable to the enforcing agency. Construction Waste Management Plan 4.408.1 A minimum of 65 percent of the construction waste generated at the site is diverted to recycle or (X) salvage. Recycled material receipts from approved recyclers must be attached to this form. 4.408.2 Where a local jurisdiction does not have a construction and demolition waste management ( X) ordinance, construction waste management plan, per form B-59, shall be submitted for approval to the enforcing agency. Building Maintenance and Operation 4.410.1 An operation and maintenance manual shall be provided to the building occupant or owner. (X) Environmental Quality Fireplaces 4.503.1 Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with US EPA Phase II emission limits where applicable. {X ) Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. 8-51 Page 1 of 2 Rev. 03/20 Pollutant Control 4.504.1 Duct openings and other related air distribution component openings shall be covered (X) during construction. 4.504.2.1 Adhesive, sealants and caulks shall be compliant with VOC and other toxic compound {X ) limits. (X) 4.504.2.2 Paints, stains and other coatings shall be compliant with VOC limits. {X) 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic compounds. (X) 4.504.2.4 Documentation shall be provided to verify that compliant VOC limit finish materials have been used. ( X) 4.504.3 Carpet and carpet systems shall be compliant with voe limits. 4.504.4 50 percent of floor area receiving resilient flooring shall comply with VOC-emission limits ( X) defined in the Collaborative for High Performance Schools (CHPS) Low-emitting Materials List or be certified under the Resilient Floor Covering Institute (RFCI) FloorScore program. (X) 4.504.5 Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior finish systems shall comply with low formaldehyde emission standards. Interior Moisture Control 4.505.2 Vapor retarder and capillary break is installed at slab on grade foundations. (X) 4.505.3 Moisture content of building materials used in wall and fl oor framing is checked before (X) enclosure. Indoor Air Quality and Exhaust 4.506.1 Exhaust fans which terminate outside the buildinq are provided in every bathroom. (X) Environmental Comfort 4.507.1 Whole house exhaust fans shall have insulated louvers or covers which close when the fan is off. Covers or louvers shall have a minimum insulation value of R-4.2. (X) 4.507.2 Duct systems are sized, designed, and equipment is selected using the following methods: (X) 1. Establish heat loss and heat gain values according to ACCA Manual J or equivalent. 2. Size duct systems according to ACCA 29-D (Manual D) or equivalent 3. Select heatinq and coolinq equipment according to ACCA 36-S (Manual S) or equivalent. Installer and Special Inspector Qualifications 702.1 HVAC system installers are trained and certified in the proper installation of HVAC systems. {X) 702.2 Special inspectors employed by the owner must be qualified and able to demonstrate competence in the discipline thev are insoecting. (X) I, as the professional responsible for this project, certify that, to the best of my knowledge, the mandatory items listed on this form have been incorporated into the project in order to comply with Title 24, Part 11 of the 2016 California Green Building Standards. All receipts for recycled materials have been attached to this form. Project Address: zn,~.-~"~ Plan Check Number: I Ir) I O;/ C~~ V 1/11 Print Name: ~NllA1Awt ~~~ Signed: f/" VVV' j -,: License Number: Date: z-~-~ 8-51 Page 2 of 2 Rev. 03/20