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Home My WebLink About1315 PINE AVE; ; PC2022-0006; PermitBuilding Permit Finaled Plan Check Permit Print Date: 06/26/2026 Job Address: 1315 PINE AVE, CARLSBAD, CA 92008-1941 Permit Type: BLDG-Plan Check Work Class: Residential Parcel#: 2050523000 Track#: Valuation: $486,671.00 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Occupant Load: Code Edition: Sprinkled: Project Title: Permit No: Status: {city of Carlsbad PC2022-0006 Closed -Finaled Applied: 01/25/2022 Issued: 06/23/2022 Finaled Close Out: 01/19/2023 Final Inspection: Description: WARDAK; (2,271 SF) 2ND STORY ADD, (1,567 SF) WHOLE HOUSE RENO, ADD 478 SF ROOF DECK, ADD 620 SF GARAGE// ADD TO EXISTING DETACHED ADU (340 SF) Applicant: TRE ARCHITECTURE ALLAN TETA 300 CARLSBAD VILLAGE DR, # 108A-336 CARLSBAD, CA 92008-2990 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK BUILDING PLAN CHECK Property Owner: CO-OWNERS WARDAK AMY AND WARDAK BASTEL 1315 PINE AVE CARLSBAD, CA 92008-1941 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) Total Fees: $3,500.97 Total Payments To Date: $3,500.97 Building Division Contractor: BUILDING RESOURCE MANAGEMENT INC6160 FAIRMOUNT AVE, # STE D SAN DIEGO, CA 92120-3427 (858) 633-5090 Balance Due: AMOUNT $636.09 $2024.42 $548.46 $194.00 $98.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (Cityof Carlsbad • RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check~to22-DDO(o Est. Value ,tL 'f ~, ft,,7 I•. l!>O . PC Deposit It ~ Z.0 e. C} i Date t. .. LS:-.1.0 0... Job Address 1315 PINE AVE ,3 Ii '?,hi'-.... ,P-1 Unit: ____ _,APN: 205-052-30 Cf/Project#:. ________________ tat.#: _____ YearBuilt _1_959 _______ _ BRIEF DESCRIPTION OF WORK: 2STORY ADDITION, WHOlEHOUSE RENOVATION, NEW 2-CAR GARAGE. ADDITION AT (e) ADU ,.. \~),-. .,.. EJ New SF: Living SF,._26_1_1 ___ DedcSF,._4_78_----'Patio SF,c_ ___ G.arage Sf_620 __ _ ls this to create an Accessory Dwelling Unit?° QY ON New Fireplace? O YON, iffes how many? ___ _ 0 Remodel: 1567 SF of affected area Is the area a conversion or change of use? G YO N □ Pool/Spa:. ____ .SF Additional Gas or Electrical Features? ___________ _ 0 Solar: __ -'KW, ___ Modules, Mounted: QRoof QGround, Tilt: 0 YON, RMA: 0 YO N, Battery:OYO> N, Panel Upgrade:OYON Other: new PRIMARY APPLICANT PROPERTY OWNER Name: AUAN TETA-TRE ARCHITECTURE Name: AMY AND BASTEL WARDAK Address: 300 CARLSBAD VILLAGE DRIVE, #108A-336 Address: 1315 PINE AVE City: CARSLBAD State: CA Zip:_9_20_0_8 __ City: CARLSBAD State: CA Zlp:._9_20_0_8 __ _ Phone: 760-2fi8.9090 Phone: 760-266-9090 Email: AUAN@TREARCH.COM Email: AUAN@TREARCH.COM DESIGN PROFESSIONAL Name: TRE ARCHITECTURE -AMATO TETA Address: 300 CARLSBAD VILLAGE DRIVE, #108A-336 City: CARLSBAD State: CA Zlp:_9_20_0_8 -- Phone: 760-268-9090 Email: ALLAN@TREARCH.COM Architect State Ucense: C5148 ---------- CONTRACTOR OF RECORD Business Name: Building Resource Management, Inc Address: 6160 Fairmount Ave Ste D City: San Diego state: CA Zip: 92120 Phone: 858-633-5090 &nan: Brmoffice@brmsd.com CSLB license 11: 925228 aass: B and C46 Carlsbad Business License# (Required): ______ _ AP PU CANT CER11F1CA 110N: I c.ertify that I haw! read the op plication ond stute that the obove informotion is correct ond thot the information of the plans is oa:urute. I ogrie to comply wrlh olJ City onlinanas and~ lows ,rioting to building cmstruction. NAME (PRINT): _A_L_LA_N_TET_A ____ _ SIGN: Allan F. Teta 1635 Faracta,Ave c.vtsbad,CA911DI Ph: 76CMi02-2719 FlDc: 7(,0Qll-8558 ~\.)-\ ~~~~~ c.e,z.c--z.02.~-ooo< -~"b ~ 1\-!b.~,-k,""'-c_t3AJ,t,-2.0'Z.Z -OOD/ DATE: 01/22/2022 Emal: Bu,tding@e;1rtsbadca.gov REV. 10/21 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 herebyaf firm under penal tyof perjury that I am licensedunderprovisionsof Chapter 9 (commencingwith Section 7000) of Divfsion3 of the Business and Professions Code, and my license is Inf ult force and eff ect. I also affirm under penalty of perjury one of the following declarations(CHOOSE ONE): 0 1 have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the worfcwhk:hthispennitisissued. Polic:yNo. _____________________________________ _ -OR- ~I have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the (!!!rfo.rmance of the work for which this permit Is issued. Myworl<e.15' mmpensalion insurance carrier and polic:y numbenre: lnsuranceCGlnpany Name: _ _,B=lj'-'S"'-'--1 --=..,..,--=--=-=-=-----------I PoicyNo. C70005165 &pimionOate:_,_/..L!./-""2,,,_,2"""'----------1 -OR-O c.e.ttficate of Eumplion: I certify that in the perfonnana! of the wort for which this permit is Issued, I shall not employ any pe,sorl in any manner so as to beoome subject 1D the WOiters' mmpensallon Laws of Clliforni1L WAR!lallG: falul!ID secun!! wbnQlfl!pl!l..adon-aee ls unlllwful ant dlal sulljKtanemplaverto crimlnal penaffles and cMI fines up to $100,000.00, in adtfition the to the cost of compensation, damages as provided for in Section 3706 of the labor Code, lnme5t and atlomeys fees. CONSTRUCTION LENDING AGENCY, IFANV. I hereby affirm that there IS a construction lending agency for the performance of the work this permit IS issued (Sec. 3097 (1) C.MI Code). l.ender'sNilme:. ____________________ leftder'sAddreu; ___________________ _ CONTRACTOR CERTIFICATION: The appRcant certifies ttiat all documents and plans clearly and accurately shaw all existin1 and proposed buildlniS, structures, access roads, and utiliti,./utility """""""1 All propo<ed mocfmcallons ■n,J/04' additions are deutylaheled on the site platL MY potffltiollveastirw debilwitlw, tllese plaM bmlSistefltwilh the-plan are not--,.,..CIIIISIJUdlmland maybe n,qdndCDbealll!nd..-~ Thedly's_.....rltlieapplla,liall is lmldon die pr-o.t lk sdlmilml--md .,..,..,_ lllea>m!d......-..af;lhe,,._tv.~slruduresandtheir-frompr-'Yints-from-.....tt,e,;.ass.....W.....,,_,..,and..-_ The __ _,,.,._.., use of each bu~dlna as stated iJ trueand correct; all easements and other enwmbrances to development have been accurately shown and labeled as well as all on~it• wading/site prepararoon. All impn:M!fflfflts ~ on Ille property wee completed lnacxo,danc:e_, 111.....,iationS in edsl«!na!atlhe lime of lheirCORSbuction, unless othorwisenoted. NAME {PRINT): Bastel Wardak SIGNATURE: :.::ta ~ :::::::::::. DATE: 6/23/22 Note: If the pe,sonscnlrw allow! ls an all1horizll!d ac,entfurthe mlllradDr a leael"of aulhorimlon oa Cl001r.Klot leUBhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property ormv employees with wages as their sole c.ompensatlon. will do the worlt and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The ContractM's lia!n5e law does not applr to an ownNof propefty 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 ls sold within one year of rompletlon, the owner-bulkier will have the burden or proving that he did not build or improve for the purpose of sale). -OR- O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects with rontracror(s) licensed pursuant to the Contracto<'s l.icen5e uw). -OR-O I am exempt under Business and ProfessloflS Code Division 3, Cl1apter 9, Article 3 for this reason: AND, 0 FORM 8-61 HOwner Builder Acknowledgement and Verification Form• Is required for any permit issu1>d to a property owner. By my signature below I acknowledge that, except for my personal residence In which I must have resided for at least one year prior to completion of the improvements covered by this permit. I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors.I inderstllnd that a copy of the"1f}lic:abfelaw, 5«tian 7tu4of the BusinessandProf essiomCode', isamtlablellJ)OII retJNSt when this application is submfttedorat the followfng Website: http:/ lwww.leginfo.ca.govlca/aw.htm/. 0"'1IER calTIFlCATION:Theapplicantadiies 11ut•doaJmmls...t plans de;arfl,llld__..., .,,_.-.:an«1.._...-.._stnmns,.ass~ a.I Ullilio,;/utMr ... sements. All pfOl)054!d rnocfiflCltians and/or addilions an, dNrly labd«!d on tlll?site plan. Any potentialy His1inf """'ff within thl!Se plaM lnmnslstent with lhesl!e plan are not approved for oon.struction •nd may l,e requlr<>d to be a/w ed or temOVed. n,,. city's opprowl ol the -Jlatlon Is bas"'1 on the premi... thllt the submltt<>d documents and pl.tns s.how the correct dmensionsof; llle-1)', b«.ildqs, sbuclln5and tis-Crum -"1ne:ani1rn..--..ass,-ls/-,b,,M«I utilities.. Themstir1sM«IPl-.edusaeaf adl .,.-.asstab!dlsnue...t~al ___ ,,.,.atawsh. ........ wwwll _ _,~--........,,.._.,.. .. _.,-.,_.,._a-. Al improvements existing on the property_.., complered In accordance with an regulations in existencie at the time of their conmuction, unless otherwise noted. above Is an aut&med a 1635 Faraday Ave Carlsbad, CA 92008 owner Include form 8-62 sl Ph: 760-a>2-27J9 Fax: 760-ro2-85S8 2 owner. Email: Building@g111sbad@ goy REV.10/2 ( City of Carlsbad OWNERS AUTHORIZED AGENT FORM 8-62 Development Services Building Division 1635 Faraday Avenue 760-602-2719 -.carlsbadca.gov OWNER'S AUTHORIZED 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. Remodel and addition Scope of Construction Project (or Description of Work): ___________________ _ 1315 Pine Ave. Carlsbad, CA92008 Project Location or Address: ____________________________ _ Allan Teta 760.268.9090 Name of AuthorizedAgent _________________ Tel No. ________ _ Address of Authorized Agent 300 Carlsbad Village Blvd Carlsbad, CA 92008 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled o,t the above ;nfo,maUon and ,e:!::~ ::::--:,, l /12/2 2 Property OWner's Signature: ~~ Date: ______ _ 1 Carlsbad PC2022-0006 2/10/2022 ( Ciryof Cailsbad SPECIAL INSPECTION AGREEMENT Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov B-45 In accordance with Chapter 17 of the California Building Code the following niust be completed when work being performed requires special Inspection, $lructural observation and <:onstructlon material testing. ProjecVPermit: ________ Project Address: l 3 IS P1-..E. AVE.. A. THIS SECTION MUST 8E COMPLETED 8Y THE PROPERTY OWNER/AUTHORIZED AGENT. Please checi< tt you are Owner-Builder □. {II you checked as ownor-0uIloor you rnust .ilso compI01e Scct10n l:l o! 1h,, Dgrcomon:. J Name: (PleMe p,1n•)1---_P.,.;AA>=::.:"-=---------4;,-=--------..:::(.=\,_,1~1.!1J\),,.f&l.-l"'h4...,......__ (F"lf')'J llJ,I) (t.a:.-IJ Malling Address· ~,2.-, c..c,M,Vllw or.\ Ck~, (A ,io,o Emall:__e~-fC!,d__4.~l'l!t, a !.~~-··--------------· Phone:_7.b.$:? . .:_~!:Jffk" ____ _ 1 am· □Properly Owner □Property Owner'~ Agent of Record □Architect or Record )i(Engineer of Record State of California Registration NumbP.(' &a.o~7lf,t... Expiration Date: I 2./] I I t..''3 • I AGREEMENT. I, lho undersigned. declare under penally ol perjury under 1110 laws of tho Stale of Colilornla. thot I have re.id. undersland, aclcnow)adge and promise Jo comply will> the Clty of ca,W>ad raqu)remenls for special inspaclions, structural observations. construcUon materials tesllng and ofr-site fabrication of building componenls. as prescribed ln lhe statement of special ,nspectiom; noted on lhe approved plans and, as required by the California Buil<!lng Codo. Signature· /JtUd S ~"' Date: _6=..·.;2..;.3·..c;2c;;;2c..-_____ _ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC. Ch 17. Secllon 1706). This section must be completed by the contractoI I builder / owner-builder. Building Resource Management Contractor's Company Name. _________________ Ploa$e check ii I""' urc Ownor-Burldcr::, Name: (Plmcpnnl) Baste I Wardak •"",>,:I :VIJ MailingAddress:616O Fairmount Ave Ste D Email: Bw@brmsd.com State or Calllorn1a Contractors License Number: 925228 San Diego, 'lCA 9 2 120 Phone· 858-633-5090 Expiration Dale: 11 /30/22 • I acknowledge and, an, aware, of special requirements contained in the statement of special inspections noted on the approved plans: • I acknowledge that control will be exercised to obtam conformance wrth the construction documents approved by the building official: • I will have in-place procedures tor exercising control within our (the contraclor's) organization. for the method and frequency or reporting and the distribution of the reports; and • I certify thal I will have a qualified person within our (the contractor's) organization to exercise such control. . • ;;;~~""~"'" ''", ,_.,,.,_,.,,,.,, Signature· -c::~~L---1..;'::.-=-;;.,,.-_-,:_-c:.~~-_:-_:-_-_-_-_-_:-_"""_:-Datc: 06/23/22 Page I ol 1 DATE: 5/31/2022 JURISDICTION: Carlsbad • lW INTERWEST A ~AF£buill COMPANY PLAN CHECK#.: PC2022-0006.RC2 PROJECT ADDRESS: 1315 Pine Avenue SET: III D APPLICANT D JURIS. PROJECT NAME: Substantial Demo and Construction of SFD and new Detached ADU ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for the applicant's information . The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: ~ lnterwest staff did not advise the applicant that the plan check has been completed . D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person 0 REMARKS: By: Greg Favereaux, P.E. lnterwest Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 DATE: 2/10/2022 JURISDICTION: Carlsbad • lW INTERWEST A SAFEbuill COMPANY PLAN CHECK#.: PC2022-0006 PROJECT ADDRESS: 1315 Pine Avenue SET:I □ APPLICANT □ JURIS. PROJECT NAME: Substantial Demo and Construction of SFD and new Detached ADU D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ~ The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to the jurisdiction at: Allan Teta D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has been completed. Person contacted : Allan Teta Telephone#: 760-268-9090 Date contacted: (by: ) Email: allan@trearch.com Mail Telephone Fax In Person 0 REMARKS: By: Richard Moreno. Phone: 858-345-6435 lnterwest 1/27/2022 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad PC2022-0006 2/10/2022 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: PC2022-0006 JURISDICTION: Carlsbad PROJECT ADDRESS: 1315 Pine Avenue FLOOR AREA: SFD: 227 1 SF ADU: 340 ADU addition Garage:620 Deck: 478 SF REMARKS: SF DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW 858-345-6435 COMPLETED: 2/10/2022 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: 23 Ft. DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/27/2022 PLAN REVIEWER: Richard Moreno. Phone: This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled . This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMC and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad PC2022-0006 2/10/2022 PLANS 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Per City requirement. B-55 form must be imprinted onto plans. plans will not be approved until this is completed. ROOFS/DECKS/BALCONIES 4. ADU roof pitch 1: 12 is not sufficiently sloped for shingles roofing material. GARAGE AND CARPORTS 5. Effective July 1, 2019, new or replacement garages shall have battery back-up installed for any garage door openers. SB969. 6. Provide UL Listing for new automatic garage door opener(s). R309.4 EXITS, STAIRWA VS, AND RAILINGS 7. Provide stairway and landing details. Section R311.7. a) Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11 ". b) Minimum headroom is 6'-8". c) Minimum width is 36". Carlsbad PC2022-0006 2/10/2022 d) The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. FOUNDATION REQUIREMENTS 8. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 9. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contracto r requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 10. Provide a letter from the soils engineer confirming that the foundation plan , grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). STRUCTURAL 11. Provide rafter/ceiling joist heel connection nailing. Table R802.5.2. 12. Guards (Section R312): a) Glass Guards: i) Guards with structural glass baluster panels shall be insta_lled with an attached top rail or handrail. The rail shall be supported by not less than 3 glass baluster panels or shall be otherwise supported to remain in place should one baluster panel fail. Exception: An attached handrail or top rail is not requ ired where the glass baluster panels are laminated glass with two or more glass plies of equal thickness and of the same glass type. Section R308.4.4. ii) Glazing used in handrails shall be designed with a factor of safety of 4. Table R301.5. 13. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 14. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107 .3.4.1. Carlsbad PC2022-0006 2/10/2022 15. Show over strengthening factor on FB-1 calcs. 16. Provide lateral analysis for all patio covers. MECHANICAL 17. Show on the plans the location, type and size (Stu's) of all heating and cooling appliances or systems. 18. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CMC Section 504.4.2.1. RESIDENTIAL GREEN BUILDING STANDARDS 19. Heating and air-conditioning system design. Heating and air conditioning systems shall be sized, designed and have their equipment selected using the following methods: (Support documentation required at application submittal) 4.507.2. a) Size duct systems according to ANSI/ACCA 1 Manual D -2016, ASHRAE handbooks or other equivalent methods. provide ducting design. Exception: Use of alternate design temperatures necessary to ensure the systems function are acceptable ENERGY CONSERVATION 20. heat pump water haters require installation where the mechical unit is not installed in spaces exposed to exterior atmosphere. Please show the location of heat pump water heaters on plans 21 . A photovoltaic system meeting the minimum qualification requirements as specified in Joint Appendix JA 11 , with annual electrical output equal to or greater than the dwelling's annual electrical usage as determined by equation 150.1 -C is required. ES Section 150.1(c)14. Please specify on the title sheet of the plans that this is to be a deferred submittal (if deferred submittals are allowed by the jurisdiction). Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Carlsbad PC2022-0006 2/10/2022 22. Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. CARLSBAD 23. Carlsbad will permit combustible (ABS & PVC) waste piping materials in R3 (SFD, duplexes, and townhouses) occupancies, regardless of number of stories. Carlsbad recognizes the City of San Diego's Policy PLMB-7-1. This does not include other-than-R3 occupancies. 24. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. 25. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. 26. All new buildings that will use recycled water for irrigation require the following note on the plan check list: R3's: "The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35)." For the following types of projects, a minimum of one "EVSE (Electric Vehicle Supply Equipment) ready space" shall be installed: • New one-and two-family dwellings • Townhouse style with attached garages • Major residential renovations (defined as renovations/additions having a valuation of $60,000 or more) • Any project with an electrical service upgrade (including upgrades for PV installation) The "EVSE ready space" shall have the following: Panel capability, 40A 2 pole breaker, 1" raceway, No. 8 conductors installed to the anticipated charger location . Major exceptions: 1. ADU's without additional parking are exempted. 2. Renovations that do not include an electrical upgrade do not require the panel capability or the 40A breaker. Check with the City for complete information. 27. If CalGreen requires a Waste Management Plan from the City Carlsbad PC2022-0006 2/10/2022 28. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement" found at the end of this list. MISCELLANEOUS 29. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly descri be them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 30. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Richard Moreno. Phone: 858-345- 6435 at EsGil. Thank you. PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations New Residence & ADU Client Bastel & Amy Wardak 13 15 Pine Avenue Carlsbad, CA 92008 Project Wardak Residence 1315 Pine Avenue Carlsbad,.£A 9~q_1£ ;/ ·' -. \ • ,\ \ Paul . ' RCE C57182, exp. 12/31/~ ... n • 'PJ\.IAl ..:.-h-,'1">tt.-J-i)'1tt :SI\ h f:"•U'1 En~iH-u,..;.,..,., " > ,_ -0 PC2022-0006 1315 PINE AVE December PCSD File# WARDAK; (2,271 SF) 2ND STORY ADD, (1,567 SF) WHOLE HOUSE RENO, ADD 478 SF ROOF DECK, ADD 620 SF GARAGE// ADD TO EXISTING DETACHED ADU~F) 2050523000 1/25/2022 PC2022-0006 Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Wardak Residence 21-635 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 • 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 /-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: f'c = 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 AS00, 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 Botls & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) JOB 21-635 SHEET NO ~ OF ? qu/f:,tnntJhJYUI 'ef '"1 fft'tffo bfaeeFUtJ ----------CALCULATED BY PSC DATE 12/23/21 CHECK BY DATE ----3529 Coastview Ct -Carlsbad, CA 92010 SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. Insulation and Misc. LoL = L LL = Total Load = 2.2 Roof (w/ ceiling) Roofing 15/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists LoL = L LL = Total Load = 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls l oL = .lu= Total Load= Exterior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. 8.0 psf 1.5 psf 2.8 psf 2.8 psf 1.9 psf 17.0 psf 20.0 psf 37.0 psf 8.0 psf 1.5 psf 2.8 psf I. 7 psf 14.0 psf 20.0 psf 34.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf I 0.0 psf 16.0 psf 9.0 psf 1.5 psf I. I psf 2.8 psf 0.6 psf 15.0 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4.6 psf I.I psf 2.3 psf 8.0 psf ,?5 ,u/'G"rnne.n.nm -;J'"' ffi'!f" bJVleerotJ 3529 Coastview Ct -Cartsbad, CA 92010 JOB 21-635 SHEET NO 'l;) OF -----CALCULATED BY PSC DATE 12/23/21 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. loL = I LL= 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 = 110 mph Exposure Cat = B Ps = M(zrl *Ps30 (ASCE 7-16 -Equation 28.5-1 J P = 26.6 psf P = 16.0 psf (*0.6 -ASD) 2.7 Seismic SMs = 1.26 Sos = (2/3) SMs S05 = 0.84 s Cs = _o_s_ (R/1) Cs = 0.129 USE: V= 0.129 WoL ASD BASE SHEAR VASo V Aso= 0.092 W oL ( 11.4.5) J.. = 1.00 Kzt= 1.00 (fig. 28.5.1- Ps3o = (fig. 26.8-1) I = 26.6 psf 1.0 USGS APPLICATION S,= 1.05 S1 = 0.381 F.= 1.20 Fv= 0.00 R = 6.5 T = 1.00 h0 = 25.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY S1<0.15 s, > 0.04 Ss > o is (11.6 ASCE 7-16) ( 11.4.2 ASCE 7-16) (fig. 28.5-1) (table 1.5-2) T • = C, * (h0)°'75 = 0.224 Ts = S0 i/S05• 0 k = 1.0 Sqn. 12.8-1 Not 0 1 Ta<0.5 Seismic Design Category: D 12/20/21, 3:06 PM Wardak 1315 Pine Ave, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1622694, -117.338028 U.S. Seismic Design Maps OSHPD ~A/ Shell 9 Carlsbad Village Inn ' Carlsbad Highft School Tennis Court T 9 Carlsbad tacklef Smart & Final Extra! -• • 0-asswood Ave Go s.1gle Date Design Code Reference Document Risk Category Site Clan Type Value Ss 1.05 S1 0.381 SMs 1.261 SM1 null -See Section 11.4.8 Sos 0.84 S01 null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.462 FpGA 1.2 PG.At.A 0.554 TL 8 SsRT 1.05 SsUH 1.172 SsD 1.5 S1RT 0.381 S1UH 0.42 S1O 0.6 PGAd 0.544 CRs 0.896 https://seismicmaps.org Savon Pave rs i ft Paving Contracto Map data c2021 12/20/2021, 3:06:21 PM ASCE7-16 II D -Default (See Section 11.4.3) Description 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 Nvm8ric seJsmic d8sign v.aJua at 0.2 S8CDl'ld 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 MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic 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 Acceleration) Mapped value of the risk coefficient at short periods 1/3 MEMBER REPORT Roof Framing, (RDJ-1) Roof Deck Jst 1 plece{s) 11 7/8" TJI® 110@ 16" OC OvEarall Le,ngth: 1S' 6" ill All locations are measured from the outside face of fen: support ( or left cantilever end). All dimensions are horizontal. Oeakin Results:, • ,, AdUel••--~:. ; ; ~ ., .... --·· ~--,Id' .lal!: coi.l,11111e11 (Plillliira), Member Reaction (lbs) 600 @ 2 1/2" 1041 (2.25") Passed ( 58%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 598@ 3 1/2" 1560 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2748 @7 9" 3160 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.268 @7' 9" 0.377 Passed (L/675) --1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.382 @T 9" 0.754 Passed (L/474) --1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating 46 40 Passed -- -- • Detlectlon crtt,,ria: l1 (l/480) and n (l/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed . • Oeflectlon analysis is based on composite action with a slngle layer or '13/32" Weyemaeoser Edge'" Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating Include: None. I -StlJd wall -OF 3.50" 2.25" 1.75" 222 2 -Slud wall -OF 3.50" 2.25" 1.75" 222 • Rim Board ,s assumed IXI carry all loads applied directly above It, bypassing the member being deslgned. Top Edge (Lu) 3' 4" 0/C 8ottom Edge (Lu) 15' 4" o/c • TJI j()ists are only analyzed using MaXimum Allowable bracing solutions. •MaXimum alowable bracing Intervals based on applied load. 380 80 682 1 1/4" Rim 8oard 380 682 1 1/4" Rim Board ,. ·r'"· ~.),, i".. .. t) ~ •• • ...... '" V~l-,t,· . :<~~! ... ,._.~ :~.'.·,:~~,:~~~'S-:;· -·~-~-:~~.~ ~:_,,,)~.,; ". ~·-~-.. ~~~:·:;:--<11:"°r~.', • ·c1.">: : ~<~•"'":'~ ~-:s.••.-u;, -~ .... : 1 • Unilorm (PSF) 0 to3' 16" Oenlult Load 10.0 10.0 2 -Uniform (PSF) 3' to 12' 6" 16" 15.0 60.0 Default Load 3 -Unilorm (PSF) 12' 6" to 15' 6" 16" 10.0 10.0 Default Load 4 -Point (PLF) 3' 16" 65.0 30.0 Default Load 5 • Point (PLF) 12' 6" 16" 65,0 30.0 Default Load l1l \.·-,··· PASSED System : Aoor Member Type : Joist Building use : Residential Building Code : !BC 2018 Design Mettlodology : ASO Weyerhaeuser warrants that the sizing of Its products will be in aa:ordance with Weyemaeuser product design criteria and putl!Shed design values. Weyemaeuser OXpn!ssiy disdaims any other warranties related IXI the software. Use of this software is not intended IXI circumvent the need for a design professional as determined by the authortty having Jurisdiction. The designer of record, builder or framer is responsltle to assure that this calculation is comp!ltitle with the OYel'llil project. Acx:essones (Rim Board, Blocking Panels and Squash Blocks) are not designed by ttis software. Products manufactured at Weyerhaeuser fadlltles are third-party certified to sustalriatle forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and E~· 1387 and/or tested in accordance with applicable ASTM standards. For cun-ent code evaluation reports, Weyerhaeuser product literature and installation details refer IXI www.w~.com/woodproducts/document-lilnry. The product application, Input design loads, climensionS and support informabon have been provided by ForteWEB Software Operator ForteWEII Software~-JobNotes Paul O>nsteoson PCSD Engineering (760) 207-1885 A. pout ,l)Csd(!!)gman .com Weyerhaeuser 12/23/2021 10:59:39 PM lJTC ForteWEB v3.2, Engine: V8.2.0.17, Data: VS.1.0.16 l'ile Name: Wa.-dak Page l /1 0 12 41 MEMBER REPORT Roof Framing, (RR-1) Ralter 1 piece(s) 2 x 6 OF No.2 @ 16" OC Sloped Length: 8' 6 1/4' 7' 6' All locations are measured from the outside face c:l lett support (or left cantilever end). All dimensions are horizontal. .l>Mlan l!laulb Adlal-0 ~-.. ~-.... ,;, I.Df &..i:_~ .... ,, ....... ) Member Reaction (lbs) 204@ 2 1/2" 3281 (3.50") Passed (6%) .. 1.0 D + 1.0 Lr (All Spans) Shear {lbs) 168 @ 8 11/16" 1238 Passed (14%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 371 @4' 1/2" 1060 Passed (35%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Den. (in) 0.069 @ 4' 1/2" 0.404 Passed (l/999+) .. 1.0 D + 1.0 Lr (All Spans) Total Load 0en. (In) 0.131@ 4' 1/2" 0.539 Passed (l,/739) .. 1.0 D + 1.0 Lr (All Spans) • Deflectlotl criteria: U. (LJHO) and n. (L/180). • Allowed moment~ not rellect the adjustment for the beam stablNty !actor. • A 15% Increase In the moment capacity has been ao:led to account for repetitive member usage. • Applicable calculations are based on NOS. I • Beveled Plate • DF 3.so· 1.50" 97 108 205 Blocking 2 • Beveled Plate • DF 3.50" 3.50" i.so· 97 108 205 Bloclclng • Blod<ing Panels are assumed to carry no loads applied clredly above thetn and the ful load Is applied to the member being deSlgned. 1--·· ;®"~~ 8' 6" o/C 8otlom Edge (Lu) 8' 6" o/C •Maximum aNowable braci"ll lnte,vals based on Wied load . • ·~ • '• ·\.;, . .• !\~,;~ ·,-- ,~ -. ' ~ (Slcle)'_' •. 1 • Uniform (PSF) 0 to 8' 1· 16" ~-~ JO.to) 17.0 lloOf LJ,oi,, •;r _(~1~) Coa1Nnb 20.0 Default Load I [fil i . PASSED 0 Membe, Length : 8' 8 1/16" System : Roof Member Type : JCMSt Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Member Pitch : '4/12 Weyerhoeuse< Wllmmts that the sizing of Its products will be In aa:o«lance with Weyerhaeuser product design oiteria and published design values. w--.-. expres,jy dsdaims any other ~ntles relattd to the software. use of this ~ Is not Intended to dfcum-..ent the ~ for a desilJ'l professional as ~rmlned b\l the authority having Jurisdiction, The 0eSlgn,r of record, buikltr or framer Is responsible ID assure that lhls c,,Jculatlon Is compaUble with d,e overall project. Accessories (Rim lloard, Bloddng Panels and Squash Blod<s) = not deslgled by this software. Products manufactured at Weye,haeuser ladl~ are thln)-party certllled to sustlllnallle loreStry stan<larcls. Wl!'(em&euser ~-Lulltler l'rodu<ls have been eYalua'll!d by lCC·'ES under eYa'luallon reports 'ESR· 1153 and ESR· 1387 and/or tesa,d In accordanoe with applicable ASTM standards. For current~ evaluation reports, W~ser product Uterature and lnstllatlon details refer to www.weyemaeuser.mm/woodproducts/document·ibrary. The product appllcatlon, input deslgn loads, dimensions and support lnformauon have been provided b\l ForteWEB Sortw= Operator fortaWEI Software ()pantDr JobN- Paul Olristenson PCSD Engl~ring (760) 207-1885 paul.pcsd@gmall.com --------- 12/30/2021 4:21:46 PM UTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VB,1.0.16 File Name: Warctak Pagel /1 "'FORTE'B 0 MEMBER REPORT Roof Framing, (RB·l) Hdr Bm 1 piece(s) 6 x 6 DF No.2 O,erall l ength: 9' r 9' All locat1ons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ~Relults ·• .. ·.';Adillll.~ ----:·;;,: _____ ) ' .. :#·'··::•~ • U>f ·. Lad:'~(,__), .. ',(' Member Reaction (lbs) 583 @2" 12031 (3.50") Passed (5%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 492 @9" 4285 Passed (11%) 1.25 L O D + 1.0 Lr (All Spans) Moment <Ft-lbs) 1301 @ 4' 9 1/2" 2166 Passed (60%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Dell. {in) 0.100 @ 4' 9 1/2" 0.463 Passed (l/999+) .. 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.202 @ 4' 9 1/2" 0.617 Passed (l/549) .. 1.0 D + 1.0 Lr (All Spans) • Oellectlon crttena: LL (l/240) and n (l/180). • Alowed moment does not reflect the adjustment for the beam stability factor. • Applirable calculations are based 011 NOS. • This product has a square cross section. The analysis enoine has checked both edge and plank orientations to allow for either Installation. 1 • c.olumn • Df 3.50" 3.50" I.SO" 295 288 583 Blocking 2 • c.olumn • OF 3.50" 3.50" I.SO" 295 288 583 81od<lng • 81odclng Panels are assumed to cany no loads applied directly above them and the fuN load is applied to the member being designed. Top Edge (Lu) 9' 7" o/c 8ot!Dm Edge (Lu) 9' 7" o/C •Maximum alowable brad1111 intervals based on aR'.]lled load. 0 • Self Weight (Plf) Oto9'7" N/A 7,7 I • Uniform (PSF) O to 9' 7" (Front) 3' 18.0 20.0 Default Load [fil . ' i,·, PASSED 0 System : Roof Member Type : Drop Beam BIJlldlng Use : Residential BIJlldlng Code : !BC 2018 ~ MethoQOlogy : ASD Member Pitch : 0/12 '.' Weyerhaeuser warrants that the sizing of Its products will be In a,ccorclance with Weyerhaeuser product design ~rla and published design values. Weve,t,aeuser expressly disclaims any other warranties relate:! to the software. Use of this software is rot lnll!nded to cll'cumvert the need for a desq\ prolesslonal as _,_ by the~ having jurisdidion. The desq,er of <«Ml, builder Of f1'aml!< ts responsible to = that this caJculatlon iS compattble with the oYe<all project. Ao:essones (Rim Board, Sloddng Panels and Squash Blod<s) are not designed by this software. Products manufactured at Weyert,aeuser fadlllleS are thlro-party certified to sustainable forestry standards. Weyerhaeuser Enginee<ed Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable A5™ standards. For current code evaluation reports, Weyerhaeuser product literature and instaHation details refer to www.weyemaeuser.com/woodproducts/document·Hbrar/. The product application, inp.,t design loads, dimensions and support information have been provided by ForteWEB Software Operator forteWEB Saftw-Operator lob- Paul Chlistenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerhaeuser 12/21/2021 9:56:13 PM UTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VB.1.0.16 Ale Name: Wardak Pagel /1 0 MEMBER REPORT Roof Framing, (RB-2) Hdr Bm 1 plece(s) 4 x 8 OF No.2 Overall Length: 7' 7' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. •01111an11.-u1ts ., ·Adlai •~ .uow.,. , .. _.,... .. u,, I.Gad: C 111·1 llilatt(~)•~--•."l!. •' Member Reaction (lbs) 1918 @ 2" 7656 (3.50") Passed (25%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1465 @ 10 3/4" 3806 Passed (38%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 3324 @ 3' 9 1/2" 3737 Passed (89%) 1.25 1.0 D + 1.0 Lr (All Spans} Live Load Defl. (In) 0.094 @ 3' 9 1/2" 0.363 Passed (1./922) --1.0 D + 1.0 Lr (All Spans) Total Load Oefl. (In} 0.177@ 3' 9 1/2" 0.483 Passed (1./492) --1.0 D + 1.0 Lr (All Spans} • Dellectton crill!ria: u (l/240) and n (l/180). • -'Rowed mom!nt does not reflect tile adjustment for the ~m stability factor. • Applicable calculations are based on NOS. ...... ~-\.~: -.c .... I • c.olumn • OF 3.50" 3.50" 1.50" 895 1024 1919 Blod<Jng 2 • c.olumn • OF 3.50" 3.50" 1.50" 895 1024 1919 8lod<lng • Btodclng Panes are assumed tc carry no loads applied directly above them and the ful load Is applied tc the =ber being designed. T 7" o/C ~ (Lu) 7' 7" 0/C •Maximum alowable bracing lnt,:rvals based on applied load. ~ ~-· --~. ' . •,::,.,_ ·. ,v~.l.Olids ,· ·"''',}: . "~ ...... ~~-"-~,..::.\ .;.• ,; ._·' .:. ,,, 'Oeld ,; . ':' ;,Rllt/lll,_.,.:, i. ,._. :: -~/~<IIIMl. --~~,,co.~>'·-<~~.21{ ~- 0 • Self Weie1't (PLF) o tc r 7" N/A 6.4 I -Uniform (PSF) o to r 7" (Front) 13' 6" 17.0 20.0 Default Load Notilll ':· PASSED System : Roof MemberType : Drop Beam Building Use : Residential Building Cod<!! : !BC 20l8 Deslgl ""thooology : A$D Member Pilch : 0/ 12 Weyert,aeuse, wamtnts thot the siZing of its products will be In aa:o.-dance with Weyemaeus« product design crlteria and publlohed desfon values. We-,ert,aeuse< e,q,ressly dbdaims or,y other _,,,ntleS related tc tile software. Use of this software is not intended tc dn:umvent the need for a design professional as deWmined by the authority having juliSdietion. Toe designer or reco<d, buider or framer is responslble tc asS<R that this calculatlon Is compatible with tile ovMill project. Aoo!s5ories (RJm Boa<d, Blocklng Panels and Squash Blod<s) an, not designed by this sotlware. Pro<11Cts manufactured at Weyemaeuser laclll~ are lhird-party a!f1l~ tc sustainable forestry standaros. Weyemaeuser tnglneered l.Umber 1'r00uas have been evaluatl!d by lCC-5 uncler evaluallon reports 1:SR· 1153 and 1:SR· 1387 and/or tested In aa:ordonce with applicable ASTM saindards. For current axle evaluation reports, Weyerhaeuser product iiti,t-abJre and lnstaRatlon details refer tc www.weye,tlaeuser.rom/woodproructs/document-library. Toe product application, Input design loads, dimensions and sulll)Ort Information have been provided by ForteWEB Software Ope,ator - FoneWEI Software Operator lob ~ Paul O>rtstenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmail.com 12/21/2021 9:57:31 PM LJTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Wardak Pagel /1 ~lFORTE'Em 0 MEMBER REPORT Roof Framing, (RB-3) Hdr Bm 1 plece(s) 4 x 6 OF No.2 Overall l ~g,h: 5' 7" s· All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Oellantilulb ··., , .. ,. .~-1~· ~--~-•• : ·-~--~-- .. .. ~. < , LDF· l,.lladr-~ {Pldiin) . .. ' Member Reaction (lbs) 1370@ 2" 7656 (3. 50") Passed (18%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 1002@ 9" 2310 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs} 1691 @ 2' 9 1/2" 1720 Passed (98%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load oen. (in) 0.063 @ 2' 9 1/2" 0.262 Passed (1./999+) --1.0 D + 1.0 L {All Spans) Total Load oen. (in) 0.108 @ 2' 9 1/2" 0.350 Passed (l/583) --1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1/240) and TL (lJ180). • Alio-1 rooment does not ml«! the adjustment ro.. the beam stability factor. • Applicable calculations are based on NDS. '·" -~ : 'o. -.. •• ,;,/ .• .• • , ;,;_ :~~ ,;_. .··:": ,.;' . ~•~<•>/_;· · ...• • . ·.:·· ·.>:'"'.'~ ~~~::.:: , .. _;,_ ., ·.: :>':.:.-~ .,,_ f~f;: ·•-~' -~irei( :_-~,. -... ~. 9'oof_U.. .:>r.i; ~,:.%f,: I • Column· DF 3.50" 3.50" I.SO" 575 796 251 1622 Bloddng 2 -Column -OF 3.50" 3.50" 1.50" 575 796 251 16U Blocking , Blocking Panels are assumed ID cany no loads applied directly abolle them and the fUN load Is aP1lied to the member being designed. Top Edge (lU) 5' 7" 0/C Bottom Edge (Lu) 5' 7"o/c •Maldmum alowable bracing lnwvals based on applied load. 0 • Se~ W~ht (Plf) 0 to 5' 7" NIA 4.9 I l • Unllbrm (Plf) o to 5' 7• (Front) N/A 201.0 [ 285.0 90.0 Default Load I . PASSED .. 0 System : Roof Member Type : Drop Beam Bulleting use : Residential Bulldlng c.ode : IBC 2018 Design Mel!lodology : A.SO Member Pitch : 0/12 -• ,. ,_ .... .;.,if: }~1 ... 't~~):\} :~·'-~1/;' ; • _ _,-•• ~--. ';~,; { ,,.'t ••• ;-, ~ ?;·1· ~ ·:., ;• ;•, ; -):-· -< : ::,, :..-}: _,.-·-·~:~ .,·. ~~-~~~-f:-> ·.'·~ \ __ ;•,,~f:,:::.:r~ ·<< .. :--.: :. ,..._· ·1:r:· Weyerhaeuser wamints tflat the siZing ot Its products wlH be In accordarce with Weyerhaeuse, proluct design crtter1a and published design values. We-;,,maeuser e><pressly dlSdalms any othel' wan-antles related to the software. Use of this software Is not intended to circurrwent the need for a design pn fesSional as determined by the authority having Jurisdiction. The desq,er of record, builder or framer iS responsible to assure that this calculatk>n Is compaUble with the overall p,oject. Accessories (Rim 5¥rd, Blocking Panels and Squash Blocks) are not designed b\l this software. Products manufactured at Weye,tiaeuser faci\ilies are 'th'1rd-party certll\ed lo susll!lnab\e forestry standards. wevem,,euser En9'1neered tumber 'Products have been evaluated b\l lct-'eS under evaluallon reports ESR-1153 and 'eSR-1387 ar,d/Olf 12Sted In accordance wlt!l applicable ASTT-1 standards. For rurrent code evaluatlon reports, eyemaeuser product literature and lnstallatlon details refer to www.w~.com/woodpmducts/documenHibrary. The product application, Input design loads, dimensions and support lnformauon have been provldecl by forteWEB SoftWare Operator ForlloWEI Softwan, Ot>en,tDr JobNolles Paul Ov1stenson PCSO Engineering (760) 207-1885 paul.pcsd@omall.com \Veyerhaeuscr 12/30/2021 4:31:35 PM LJTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Wardak Pagel /1 0 :(;-:-;;_,,"7ii·~-!-':/ •""1\..~'\('<(·,;,...-";.:~ r ';. 15R{~:;,-,.,.·. l'f..•i..:l~•Nsr. ... ' ill MEMBER REPORT Roof Framing, (RB-4) Ridge Bm 1 plece{s) 2 x 10 DF No.2 Overall length: 7' 7" irflJL-f,.~i: ~d~ ~~t~~!-~.i:tt:;¥t;~;}:~:: _; ~~,ft/~\t\(1Ji0.;(lf\~~r: !~~-~.(! ,j1.Ff:.r-.;:..:' ·,3,-· .. \,,.~ifJ~~-~~--~~~t1.'1\ff ~-~ ~--J~i~&~;,, ,;\l) .•. , ., . ·.'(~_{;.;,-.<--.,!J:.;c __ "'"'·-"''~l,!',,, •. .r.. __ :, ... "., ... ~-.... ·-v 7' All locations are measured from the outside face of left support ( or left cantllever end). All dimensions are horizon ta I. ,DMlaft 'lttltlub. _: ~ Member Reaction (lbs) Shear (lbs) Moment (Ft·lbs) Live Load Den. (in) Total Load Den. (In) -i--;Ai:tlillo·.i.eicatlle:.;• 1066@2" 767@ l' 3/4" 1846 @ 3' 9 1/2" 0.059 @ 3' 9 1/2" 0.110 @ 3' 9 1/2" • Dellect1on criteria: u (L/240) and n. (L/180). ;--:· A!IOoNd ·-)--i --.. •• ' .. ' l,1)f 3281 (3.50") Passed (32%) •• 2081 Passed (37%) 1.25 2206 Passed (84%) 1.25 0.363 Passed (L/999+) •• 0.483 Passed (L/788) -- • Allowed iooment doeS not reflect the adjustment for the beam stability factor. • AppllCable cak:ulatlons are based on NOS. lGadi_(.ci_ •1. ilUIII { ..... ), ;· ', 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) ,.-, ,, .••• ... ,. ••. ;..~ ·•.•: .. ·•:. '°--·~·~,,.-, . •;·.·.:..--...-~>~ • \r - "~:-:,,~·:: ,:,;'·(/·'~,~t,,::r:;'·. {Tailif'' .. ~-,~:,,:·-~.~; .~u.e 'Tqbi_l;· P:~•-~:'J,;.' ~-~'~:::-. ·• 1 -Column • OF 3.50" 3.50" 1.50" 497 569 1066 lllod<lng 2 -Column. Of 3.50" 3.50" 1.50" 497 569 1066 Bloddno • Bloddng Panels are assumed to carry no loads aptllled directly above them and the ful load Is aptllled to the member being designed. Top Edge (LJJ) s· 3" o/c Bottom Edge (Lu) 7' 7" o/c •Maldmum allowable bracino intervals based on aptllled load. 0 • Self Weight (PLF) 1 -Unlfonn (PSF) PASSED 0 System : Roof Member Type : Drop Beam Building USe : Residential Building Code : !BC 2018 Oeslgn MethOdology : ASD Member Pttdl : 0/12 Weyertiaeuser warrants that the siz;ng of Its products wfll be In accordarw:e with Weyertiaeuser product desl\lO 01-and published design values. Weyemaeuser expressly disc.alms any other wam,ntles related to the sortware. use of this sortware is not Intended to circumvent the need for a design professional as -mined by the authority hllvlng jurisdiction. Toe deslg-,er of record, builder or framer is responsible to assure that this calcUatlon Is compaUble with the overall project. Accessories (Rim Board, Blocklng Panels and Squash Blocks) are not desit;jned by this software. Products manufacwred at weyemaa,ser fadl~es are third-party certllled to susta1nal:Ae forestry standards. Weyemaeuser 'Englneered lumber Products have 'been eva\ualell by lCC-1:S under evaluallon repor,s 'ESR-1153 and 'ESR-1387 and/or t15t,,d In aa:on!ance with appl'ia,ble ASTM s1aodards. For cunent code evaluation reports, Weyerhaeuser product literature and lnstallatlon details refe, to www.weyem,,euser.com/woodproducts/document·llbrary. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator Fo'11eW.EII Software Open,t,or Job,._ Paul Olr.stenson PCSD Engineering (760) 207-1885 A paul.;xsd@gmall.com Weycrhaaiser 1/3/2022 5:52:01 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Wardak Page 1 / 1 ~FORTE"B 0 [TI MEMBER REPORT Roof Framing, (RB-5) Ridge Bm 1 plece(s) 8 x 10 DF No.2 O\'Erall L~ngth: 10' :;· 10· All locations are measured from the outside face of le~ support (or I~ cantilever end). All dimensions are horizontal. [fil l>Micin',Jlelultll:, ) •. i.~-~ .;•, AIQliJei(, ...... •.• './, .. :_LDf:·, IAiilil•~•~•tf'lllllllrnf I · . Member Reaction (lbs) 1760@ 2" 16406 (3. 50") Passed (11%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1399@ 1' 1" 10094 Passed (14%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 4367 @ 5' 3 1/2" 8813 Passed (50%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.061 @ 5' 3 1/2" 0.512 Passed (1./999+) .. 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.119@ 5' 3 1/2" 0.683 Passed (1./999+) .. 1.0 D + 1.0 Lr (All Spans) • Deflection Critefla: LL (l/240) and Tl (l/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculatlons are based on NDS. 1 • Column -OF 3.50' 3.50' I.SO' 860 900 1760 Blod<lno 2 -Column -OF 3.50" 3.50' 1.50" 860 900 1760 Blod<ing • Bloddng Panels are assumed to carry no loads applied directly above them and the ful load Is applied to the member being designed. • .. ~ ........... -.,· ......--V,9'M, .... _. TopE~(Lu) 10' 7" D/C Bottom E~ (Lu) 10' 7" D/C •Maximum alowable bracing Intervals based on applied load. o • sew Weight (Pl.Fl 1 -Unlfonn (PSF) 0 to 10· 7" (Front) PASSED 0 System : Roof Member Type : Drop Beam Bolldlng Use : ~tial &Jlldlno Code : !BC 2018 Design Methodology : ASO Member Pi1l:h : 0/12 , Nol:iaa~.~-:-~•):-,~ "~· .• .,.,,. ::\ !~ •.-:•";..,~ \ ~ '· -;?..-< ~ .. , ... ~:; Weyemaeuser warrants that the sizing of Its products will be In aocorda,nce wltll WeyerNe\Jset' product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to tile software. use of this software Is not lnlended ID clreumvent tile need for a design professional as determined by tile authority haviOQ juriSdictlon. The designer of record, builder or framer Is responsible to assure tllat this calculaUon is compatible with the overall project. Accessories (Rim Board, Blocklng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyemaeuser facilities are thlro-party certllled to sustainable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluall!d by ICC-ES under evaluation reports ES1MlS3 and ESR-1387 t,r,d/or tested In acx:ordana! with a;:,pllcable ASTM standards. For current code evaluation reports, Weyemaeuser product lilerature and lnstailatlon details refer to www.weyerhaeuser .OOffl/woodproducts/document·library. The product appllcatlon, Input deSign loads, dimensions and support Information have been provided by ForteWEB Software Operator f'or11BWEI Sdbora.., OparalDr lob- Paul 01:istenson PCSO Engt,-,tng (760) 207·1885 A paul.pcsd@gmall.com Weyerhaeuser 1/4/2022 7:35:37 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Wardak Pagel /1 0 [TI MEMBER REPORT Roof Framing, (RB-6) Hdr Bm 1 piece(s) 8 x 10 DF No.1 Ovf:rall L~ngth: 17' 1" 16' 6" All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Dilllan .Rtilults·i . . 1 ,-' :AdllelO~~:· . ·• .. Ailow,d ,; ', ....,.. ··.: wi,,· l,olllllica ,1,11~1{Pltlf.n) Member Reaction (lbs) 1666@ 2" 16406 (3.50") Passed (10%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1567 @ 1' 1" 10094 Passed (16%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft·lbs) 10598 @ 8' 6 1/2" 14102 Passed (75%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Oefl. (in) 0.260 @ 8' 6 1/2" 0.837 Passed (L/772) --1.0 D + 1.0 LI (All Spans) Total Load Deft (In) 0.537 @ 8' 6 1/2" 1.117 Passed (L/374) -· 1.0 D + 1.0 Lr {All Spans) • Dellection cr11eria: LL (l/240) and TL (l/180). • AJiOw,,(1 moment does not reflect the adjustment ror the beam Slilbillty factor. • Applicable calallattons are based on NOS. 1 • Column • OF 3.50" 3.50" 1.50" 875 792 1667 Bloddng 2 ·Column· DF 3.50' 3.50" 1.50" 875 792 1667 Blocidng • Bloddng Panels are assumed ID carry no loads applied dlrectty above them and the ful load Is applied to the member being designed. Top Edge (Lu) 17' l"o/c Bottom Edge (Lu) 17' l"o/c •Maximum allowable bracing Intervals based on applied load. 0 -Se~ Weight (Pl.f) 0tol7'1" N/A 18.0 I • Uniform (PSF) 0 to 17' I " (Front) 2' 17.0 20.0 Default Load 2 • Pl:Jint (lb) 8' 6 1/2" (Froot) N/A 950 900 Default Load ,.,•, ·" PASSED H( 0 System : Roof Member Type : Drop Beam Building Use : Resldential Building Code : !BC 2018 Design Metllodology : ASD Member Pitch : 0/12 Noteil~,?-,;• ---;,,,; ' ,\ ... ,, ,_,':-1~t) • :-:. •. ,•, ~:·.~, < ,• I,.' .~• .. /i •, ,--;_/ 0 -~-•,r.~,-'• >/• '':.-•{, • -~• ,••, •,:• -;; J C.;,. •r .... Weyemaeuser ...arrants that the sizing of Its products will be in accordance with Weyemaeuse, product design criteria and published design values. W~r expressly disdalms any other warranties related to the software. Use of this software Is not Intended ID draJmvent the need fol' a design profl!Ssional as determined by the authority having jurisdiction. The desl\J1I', of reoord, builder or framer Is responsible to assure that this calculation Is compettble with the overall project. AccessorieS (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhal'user fadlltleS are thlrd-p,lrty certified ID sustainable forestry standards. Weyemaeuser Engineered Lumber Proructs have been evaluated by ICC-ES under evaluatton reports ESIM153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyemaeuser product tlteralllre and Installation details refer to www.weyemaeuser.oom/woodproducts/document-fibraly. The product appllcatton, Input design loads, dlmensiOOS and SUl]IJOrt lnfonna0on have been provided by RlrteWEB Software Operator For1BWEI Software Op,ntur Job Noles Paul Chr1stenson PCSD Englneenng (760) 207-1885 pauJ.pcsdCgmall.com 1/4/2022 7:37:07 PM UTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VB.L0.16 Ale Name: Wardak Page 1 / 1 ::.!FORTE'B 0 m MEMBER REPORT Roof Framing, (RB-7) Hdr Bm 1 piece(s) 4 x 12 DF No.2 Otera!l l ength: 7' 3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal . Dellmi Raultll'· , . ' '' .'-,Adlal•~;·-' ·t, ...._·;~_.-~ ----" ,. . '-U>,F; . l.adl CIN-'Nltlon (.....,...) :r:~ Member Reaction (lbs) 3297 (ij) 2· 7656 (3.50") Passed (43%) ·-1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2477 @ 1' 2 3/4" 5906 Passed (42%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 7030 @ 3' 7 1/2" 7614 Passed (92%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.044 @ 3' 7 1/2" 0.346 Passed (l.1999+) .. 1.0 D + 1.0 Lr (All Spans) Total Load Dell. (in) 0.083 @ 3' 7 1/2" 0.461 Passed (l.1997) ·-1.0 D + 1.0 Lr (All Spans) • Deflect1on criteria: LL (L/240) and Tl (L/180), • Allowed moment does not reflect the adjustment for the beam stablity filctor. • Applicable calculations are based on NOS. 2 -Column -OF 3.50" 3.50" 1.51" 1560 1737 3297 Blod<lng • Blocking Panels are assumed tD carry no loads applied directly above them and the ful loa,d IS applied tD the ~r being designed. Top Edge {Lu) 7' 3" o/C Bottom Edge (Lu) 7' 3" o/c •Maximum alowable bracing Intervals based on applied loa>d . .. :~'.'' -<·.'~,,-._-_":<" ~,\\;,\~_~:-:}}~:/'::?~•,· ·:->:'t::·~/.:;.~~:-'.". '. ,·,,: Y411tk:al_~;•: ••.•. ,,, --I~l~ ,,,,, -~~,, <_,; >, .->,,-. · ~r ~-"' · 0 • Seti Weight (PLF) 0 to 7 3" N/A 10.0 l • Uniform (PSF) O to 7 3" (Front} 17' 9" 17.0 20.0 Default Load 2 -Point (lb) 3' 7 1/2" (Front} N/A 860 900 Default Loa>d .Ncmia .. ;; . ): -.~ .,., j,'-·:'./ '•,_ .·.,., ' ,· ·-,._ '· ·t '. .. ' PASSED .. 0 System : Roof Member Type: Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Member Pitch ; 0/12 Weyert,aeuser warrants that the slzlng of Its products wlU be In accordance with Weyemaeuser product design criteria and published design values. Weyert,aeuser expressly disclaims any other warranties relatl!d tD the software. use of this software Is not lntzncled to circumvent the nem for a~ professional as determined by the authority having juriSdictlOn. Toe desq,er of reoord, builder or frame, Is responsible to assure that this calculation Is compatible with the overall project. Accessones (Rim Board, Bloddno Panels and SQuash Bkld<s} are not designed by this software. Proructs manufactured at Weyerhaeuser facilities are third-party ce<11fled tD sustainable forest,y standards. Weyerhaeuser EnQineered Lumber Products have bttn o,valuated by ICC-ES under evaluation reports ESR-1153 and ESR·1387 and/or testEd In aa:crnanae with appllcable "5TM standards. For current code evaluatlOn reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproc1lCtS/oocument-1ibrary. The product appllcallon, Input design loads, dimensions and support Information have bttn provided by ForteWEB Software O~tor ForteW£B Software Operator Job Notes Paul Chnstenson PCSD Engineering (760) 207-1885 paul.pcsd@Qmall.com Weyerh,euser 1/4/2022 7:38:57 PM lfTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: wardak Pagel /1 ~FORTE'E MEMBER REPORT Roof Framing, (RB-8) Hdr Bm 1 piece(s) 4 x 8 DF No.2 O,erall Leng:h: 5' 7" s· ill All locations are measured from the outside face of left support (or left cantilever end). All dimensions are honzontal. . .,_.an.1lliufb•·, •. .,-· Member Reaction (lbs) Shear (lbs) Moment (Ft-lbs) Live Load Defi. (in) Total Load Def!. (In) .:· .. ··~-_:';' ;_'-i.",{ .......... ~ ~·~ •. l•.:>.,· 2431 @ 2" 7656 (3.50") Passed (32%) 1836@ 10 3/4" 3806 Passed (48%) 3174@ 2' 3 7/8" 3737 Passed (85%) 0.046 @ 2' 8 15/16" 0.262 Passed (L/999+) 0.087 @ 2' 8 15/16" 0.350 Passed (L/727) • Def1ection cntma: u. (1./240) and TL (1./180). • Allowt!d moment does not reflect the adjustment ror the beam stability ractor. • Applicable calculations are based on N DS. ·•,UJ'i{. :i.:iiaili l'omlll i[llt!cft(,....-.,..) --1.0 D + 1.0 Lr (All Spans) 1.25 1.0 D + 1.0 Lr (All Spans) 1.25 1.0 D + 1.0 Lr (All Spans) --1.0 D + 1.0 Lr (All Spans) --1.0 D + 1.0 Lr (All Spans) l ·Column· DF 3.50' 3.50" 1.50" 1147 1284 2431 Blocklng 2 • Column • DF 3.50" 3.50" 1.50" 1014 1148 2162 Bloddng • Bloddng Panes -assu~ ID carry no loads applM!d dlrectty a-them and the l'IJI load Is applied to tile member belng designed. Top Edge (Lu) s· 7• o/c Bottom Edge (Lu) 5' 7" o/C •Maximum alowable bracing lnte-vals based on apl)fied load. 0 • Self Weight (Plf) l • Linll'Drm (PSF) 2 • Point (lb) _,-~..,;-·":'.,,,:;·_:r.;\::; ·-·:>·,.••,·~: _··:i \~~-.. /; • ~·~,,;:·.-,-: ,, :,: . . . , -~~)~·:.: ~~-'. (~N} . '(~~, ~. 01.0 5' 7" N/A 6.4 o ID 5' r (Front) 17' 9" 17,0 20.0 Oefault Load 2· (Front) NIA 440 450 OefaUlt Load v'~\;, ••. ,. PASSED ,1/ 0 System : llool' Member Type : Orop Beem Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Member Plt.dl : 0/12 Weyerhaeuser warrants that the sizill!l of Its products will be In acrordance with Weyerhaeuser product design criteria and published design values. Weyert,Muser expressly dlsdalms any other warranties related to the software. Use of this software Is not lnll!nded to circumvent the need ror a design professional as deb!rmined by the authority having jurisdiction. Toe desicp!r of recocd, builder or framer is responsible ID assure that this calculaUon Is compaUbie with the overall p,oject. Accessories (Rim Board, BloddnQ Pan,,is and Squash Blodcs) are not desigled by this software. Products manufactured at Weyerhaeuser fadfitles are third-party certified ID sustainable forestry standards. Weyerhaeuser EnQlneered Lumber Products have been evaluatl!d by ICC-ES under evaluatlon reports ESR-1153 and ESR-1387 and/or~ In acmrdance with applicable ASTM standards. For current code evaluallon reports, Weyert,aeuser product llll!rature and lnstallallon details refer to www.weyemaeuser.oom/woodproducts/documenHbrary. The product applicallon, Input design loads, dimensions and support lnforrnaUon have been i:,ovided by ForteWEB Software Operator r-----· ForteWEI Software Opont,or Job~ Paul OY!stenson PCSO Engineering (760) 207-1885 A paul.pesdl!llgmall.com 1/4/2022 7:40:48 PM IJTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VS.1.0.16 File Name: Wardak Pagel/1 0 El MEMBER REPORT Roof Framing, (RB-9) Hdr Bm 1 piece(s} 4 x 10 OF No.2 Overall length: 5' 1 • PASSED \i/ 0 All locations are measured from the outside face or left support (or left cantilever end). All dimensions are horizontal. P.an Miultt•, ,·. , ...... • '>.~-,,1,11ai.,._,--,;',:' ASowed'y ' Member Reaction (lbs) 3514@ 2" 7656 (3.50") Shear (lbs) 3427 @ 1' 3/4" 4856 Moment (Ft-lbs) 4028@ 1' 4" 5615 Live Load Def!. (in) 0.021 @ 2' 4 7/16" 0.237 Total load Defl. (In) 0.038@ 2' 4 7/16" 0.317 • Dellect!on criteria: LL (l/240) and TL (l/180). • Allowed momeflt does not reflect the adjustment for the beam stability factor. • Applal~ Qliculations are based on NOS. ·,-.,11iit' .. ~ : ,,;.,' .~ •. LDio Passed (46%) -· Passed (71 o/o) 1.25 Passed (72%) 1.25 Passed (L/999+) -- Passed (L/999+) -- '~~ ...... , ...... ) •. ,, . f. 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) ,. ', :. Sys1em : Roof Member Type : Drop Beam Buildino use : Resldentlal Buildlno Code : !BC 2018 Design Methodology : ASO Member Pitch : 0/12 2 -Column -Of 3.50" 3.50" 1.50" 893 1026 1919 Blocking • 81oddng Panels are assumed to carry no loads applied directly above them and the run load Is applied to the member being designed. Top Edge (Lu) s· l"o/c Bottom Edge (Lu) 5' l"o/c •Maximum allowable bradno Intervals based on ~led load. 0 • Seif Weight (Pl.fl 0 to S' l" N/A 8.2 1 • Uniform (PSF) 0 to l' 4" (Front) 2' 17.0 20.0 Default Load 2 -Point (lb) 1' 4" (Front) N/A 1746 2055 Oefault Load 3 • Uniform (PSF) 1' 4" to S' 1" (Front) 10' 9" 17.0 20.0 Oefaultl.oad w ·•-., ...... _. -,~.;.~··~/~;;f,:~>/~'i-\/\·.r:,~-,::> .. -:-:;,..-, ,.'"-~~;:·-.~, '!•.t~:-;·•;..)_ ·:":,3_.,-_j..-:-;·,;:,>~;< : ... ,:..;·/> ·-r,i . _ _. .. _::._ .. ~.-. _,,.~•-•· .. :--"'r'':.·~"'-~-;_,..-.·.;::,·;,, .... , - Weyemaeuser wammts that the sizing of Its products wlll be In accoolance with Weyerhaeuser product design o1terla and published design values. Weyemaeuser expressly cllsclalms any othef _..,ntles relalEd to the software. Use of this software Is not Intended to Clrcu-the need for a design professional as determined by the aulhortty having jurisdiction. The deslg,er of record, bu Ider or frame-Is responsible to assure that this calculatlon Is compaUble With the overall project. Accessortes (Rim Board, Bloddng Panels and Squash Blod<s) are not designed by this software. Products manufactu-ed at Weyemaeuser faclHties are third·party ce<tifled to sustainable forest,y standards. Weyerhaeuser Er,oineen!CI Lumber Products have been evaluatl!d by ICC-ES under evaluation reports ESl!-1153 and ESR-1387 and/or tested in accordana, with applicable ASTT-1 standards. For wrrent code evaluation reports, Weyert,aeuser product ffterature and installation details refer to www.w.-yertiaeuser.com/woodproducts/document·llbrary. The product applla,tlon, Input design loads, di mensiOns and support lnformatlon have been provided by ForteWEB Sortware Operator ForteWEB Software Operator lobN- Paul Christenson PCSO Er,olneering (760) 207·1885 paul.pcsd@gmall.com Weyerh.1euser 1/4/2022 7:43:26 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Wardak Pagel /1 [TI MEMBER REPORT Rwf Framing, (RB-10) Hdr Bm 1 piece(s) 8 x 12 DF No.1 O\-erall Length: 20-11· 20· 4" All locations are measured from the outside face of felt support (or felt cantilever end). All dimensions are hortzontal. •Dmlan'RMults ., Adlal.Lecatloll 'AIIDwlid ----~ I.DI' •Ltalli Cl ,i 1• I {Pallllm) Member Reaction (lbs) 3227 @ 2· 16406 (3.50") Passed (20%) .. 1.0 0 + 1.0 LI (All Spans) Shear (lbs) 2842@ 1' 3" 12219 Passed (23%) 1.25 1.0 o + 1.0 Lr (All Spans) Moment (Ft-lbs) 16343@ IO' 5 l/2" 23247 Passed (70%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Dell. (in) 0.412 @ 10' 5 1/2" 1.029 Passed (1../600) .. 1.0 D + 1.0 Lr (All Spans) Total Load Dell. (In) 0.819 @ 10' 5 1/2" 1.372 Passed (1../301) -1.0 D + 1.0 Lr (All Spans) • oenect1on cmeria: LL (IJ240) and n (l/180). • Allowed moment does not ~ the adjustment to, the b<!am stability tactcr. • Lumber grading pr(llllsklns must be extended over the length of the member per NOS 4.2.5.5. • Applicable cak:ulatlons are based on NOS. • 1" -~)£~-· ~ ►" I• .;-_,, ~Lallith ' ~ .. ~-....... ~,·-''"'.,,'~ . .,.-... . -··-~r ·:o.1 . llillOfilile: +.i SUppot'ts" . 't-: Millalilil. ~ , ... . ; ' .. I • Column • OF 3.50" 3.50" 1.so· 1606 1621 3227 Blocklng 2 • Column • OF 3.50" 3.50" I.SO" 1606 1621 3227 Bloddng • Blocklng Panels ,..e assumed to carry no loads applied dlredly above them and the fuR load Is appled to the mernbe, being designed. Top Ecllle (Lu) 20' 11" 0/C Bottom Edt)e (Lu) 20' 11· 0/C •Ma><imum alowable bracing intervals based on aJ)lllled load. 0 • Self Weigl! (Plf) 010 20· u· N/A 21.9 I • Unlfoml (PSF) 0 ID 20' II' (Front) 7' 9• 17.0 20.0 Default Load ., • • __ v •· PASSED \(l .. Sysb!m : Roof Member Type : Drop Beam Building Use : Residential Building Co<le : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 Weyerhaeuser wamints that the sizing of Its products wlA be In aa:oroance with Weyerhaeuser product design cr1lerta and published design values. Wtyertiaeuser expressly disclaims any other warranties ri,lat2d ID the software. l.l'ie of U.S software Is not inllencled ID circumvent the need for a deslgrl professlooal as detl!rmlne:l by the authority havi!lll jur\sdidlon. The de<qle' of reo:ird, builder or -Is responsible tD assure that this calculation Is compatible with the overall project. Aco!ssories (Rim Board, Bloddng Panels and Squastl Blod<s) are not designed by this software. Products manufactind at Weyert,aeuse, facilities are thl~party certlfled ID sustainable ~ standards. Weyerflaeuser Enljlneer@d Lunb!r ProOJcts have been evaluated by ICC-ES under evaluation reports ESR· 1153 and ESR· 1387 ar,d/or tested in acx:onlance with applicable A5T'M standards. For current cocle evaluation reports, W~ser product Nllefatln and lnSlaflatlon details refer ID www,weyemaeuse-.corn/woodproducts/dorument~ltnry. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator for1aWEII Software Operator JobNol,es Paul Olristenson PCSD Engineering (760) 207-1885 paul.jXsd@gmall.com Wcyc:rharuscr 1/4/2022 7:45:14 PM LJTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Wardak Page 1 / 1 MEMBER REPORT Roof Framing, (RB-11) Hdr Bm 1piece(s)31/2" x 14" 2.2E Parallam® PSL Overall L~ngth: 15' 7" 15' m Alt locations are measured from the outside face of ten: support (or ten: cantilever end). All dimensions are horizontal. • D8llan·Reaub , Adlal •. IJladtoot .. . ..__, Member Reactlon (lbs) 6264@ 2" 7656 (3.50") Shear (lbs) 5092 @ 1' 5 1/2" 11842 Moment (R-lbs) 23372 @ 7' 9 1/2" 33952 Uve Load Deft. (In) 0.295 @ 7' 9 1/2" 0.762 Total Load Deft. (In) 0.606 @ 7 9 1/2" 1.017 • Deflectlorl 01!E<la: LL (1/240) and TL (l/180). • Allowed moment does not re!lect lhe adjuStment for lhe beam stabiHty factor. 1 -Column • Df l ......... !.Wi ·'-ra1ai:: _...,_, ....... 3.50" 3.50" 2.86" ."-'It, LDf IA!ad: CD -I ... ,,.......,_) Passed (82%) .. 1.0 D + 1.0 Lr (All Spans) Passed (43%) 1.25 1.0 D + 1.0 Lr (All Spans) Passed (69%) 1.25 1.0 D + 1.0 Lr (All Spans) Passed (L/620) .. 1.0 D + 1.0 Lr (All Spans) Passed (L/302) --1.0 D + 1.0 Lr (All Spans) .'., Lada.to ....... (ili.} , ; •;-' ' , Dad , ltNi(Llft' ~Olal tu C llarlel 3210 6264 Blocking 2 -Column -OF 3.50" 3.50" 2.86" 3210 305'1 6264 81od<ing • Bloddng Panels an, assul114!d ID carry no loads applied directly above~ and lhe rut load Is applied to lhe member being ~goed. Top Edge (Lu) 15' 7" O/C Bottom Edge (Lu) 15' 7" o/c •Maximum alowable bracing Intervals based on applied load. 0 • setf Weight (PLF) 010 15'7" N/A 15.3 l • Uniform (PSF) o to 15' 7" (Front) 23' 4• 17.0 16.8 Default Load System : Roof Member Type : Drop Beam Bulldlng USe : Residential Building OXle : IBC 2018 Design Methodology : A50 Member Pitch : 0/12 Weyemaeuser warrants that the sizing of Its products wm be In aocorda..:e with Weyemaeuser product <!!sign crl1l!r1a and published design values. Weyemaeuser expressly <llsclaims any other warranties related to lhe software. Use of this ooftwan, Is not Intended ID circumvent the .-d for a desiQn professional as determined by the authority having Junodiction. The designer of record, builder or framer is responsible Ill assure that this calcu\atlon Is compa~ble with the overall ~Ject. ACCeSSor1es (Rim Board, Bloeklng Panels and ~ Blocks) are not designed by this sol\ware. Products manufactured at Weyerhaeuser facilities a,e third-party certified to sustainable forestry standards. Weyemaeuser Efl9ineered Lumber Products have been evaluated by ICC-ES undef' evaluatlon reports ESR-1153 and ESR-1387 and/or tested in aa:ordance with applica~ A5TM standards. For current code evaluation repc,"5, Weyerhaalser product flterarure and lnstallatlon delails refer ID www.w~.a,,n/woodproducts/document·llbrllry. The product applcatlon, ~ design loads, clmensJons and sUl)l)Ort Information have been provided by ForteWE8 Soltwl,n, Operator ForteWVEI Software Opa1ttlOr Job- Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmai.com W<yc,rhaaiser 1/4/2022 7:47:06 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Wardak Page 1 I 1 ~IFORTE'D MEMBER REPORT Roof Framing, (RB· 12) Hdr Bm 1 piece(s) 4 x 12 DF No.1 0-ffall Length: 9' 3"' All locations are measured from the outside face of let'I: support (or left cantilever end). All dimensions are horizontal. D•grf lt..ulbl ' Adlai • t«lllklft ,. -~-....... IJ)f Loadt Ca 11...,.,.(-)· Member Reaction (lbs) 3953@ 2" 7656 (3.50") Passed (52%) .. 1.0 D + 1.0 Lr (All Spans) Shear {lbs) 2902 @ l' 2 3/4" 5906 Passed { 49%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft·lbs) 8494 @ 4' 7 1/2" 8459 Passed (100%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.090 @ 4' 7 1/2" 0.446 Passed (1./999+) .. 1.0 D + 1.0 Lr {All Spans) Totll Load Defl. {In) 0.1n@ 4' 7 112· 0.594 Passed (1./621) .. 1.0 D + 1.0 Lr (All Spans) • De/lectlOn criteria: LL (L./240) and Tl (L./180). • Allowed moment does not rellect the a<ljustment for the beam stablHty l'actor. • AIJl)ilcable calculations are based on NOS. .. . ... •. ..,. ~-- $ifpp0rijs • -. ·.v✓oniurl• .~ . I • Column • Of 3.50" 3.50" 1.81" 1881 2072 3953 6locldng 2 . Column. Df 3.50" 3.50" 1.81" 1881 2072 3953 Blocklno • 81oddng Panels are assumed to carry no loads applied directly a~ them and the M load Is applied to the member being designed. Top Edge (Lu) 6" 0/C Bottom Edge (Lu) 9' 3" o/C •Maximum alowablt bracing int~ls based on appled load. ' . , ' ••• :. '?:, . ,. "•Qa,d .,:; ...., ~ . ,\.~c-, ~-.. -.' ~~IO) J--.-:1.:25) Gain■ d: 0 • Self Weight (Plf) 0 to9' 3" N/A 10.0 1 • unifonn (PSF) 0 to 9' 3" (Front) 23' ~-17.0 19.2 Default Load PASSED 0 System : Roof Member Type : Drop Beam Building Use : Residenbal Buildtng Code : 18C 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhoeuser warrants that the slllng of Its products will be in aa:ordance with Weyerhoeuser product design atteria and put1Ush@d deslQn vaiul!S. Weyert,aeuser expressly disclaims ar,y other _,.,,ntles related IX> the software. use of this software Is not Intended to circumvent the need for a desigl professional as detennlned by the authorlty ha'Vtng juriSdlctlon. The deslone,-of record, builder or framer Is responsible to assure lhat this calculatlon IS compaUble with the overall project. Accrs.soril!S {Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactl.red at w---fadlllles are third-party certified ID sustal~ fcnst,y slllndords. W~ser cnc;;nttl"l!d Lumber 'Products have been evaluated by lCC·'ES under evaluation reports ESR-1153 and ESR·t387 and/or le5te:! In aorordllnce with applicable ASTM standards. For current oooe evaluation reports, Weyemaeuser product llte<llture and lnstaliatlon details refer IX> www.weyerhaeoser.com/woodproructs,/document-library. The l)f"()O.lct appllcatlon, input desl9n loads, dimensions and support infonnatlon have been provided by ForteWE8 Software Operator fot1aWEII Software OpsatDr .Job,._ Paul Christenson PCSO Engineering (760) 207-1885 A pau1.pcsd@gmal.com ~rh=scr 1/4/2022 7:49:04 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Wardak Pagel /1 MEMBER REPORT Roof Framing, (RB· 13) Hdr Bm 1 plece(s) 4 x 12 DF No.2 Ov1:rali i.fngth: 1e· ,· I .s . -,:, ; -~. : -' ~ 18' All locations are measured from the outside face or left support ( or left cantilever end). All dimensions are horizontal. IOellorlRautts : Adlal.uailloe u-.1 ..... uw ,.....,,_, Co it.•-•(.._,,) ' ~. Member Reaction (lbs) 1124 @ 2" 7656 (3.50") Passed (15%) -· 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 975 @ l ' 2 3/4" 5906 Passed (17%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 5037 @ 9' 3 1/2" 7614 Passed (66%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.225 @ 9' 3 1/2" 0.913 Passed (l/972) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.454 @ 9' 3 1/2" 1.2.17 Passed (L/482) --1.0 D + 1.0 Lr (All Spans) • Oellection criteria: LL (LJ240) and n (IJ180). • Allowed moment does rot~ the adjustment f<x' the beam stabiUty factor. • Applicable calculations are based on NOS. 1 -Column -OF 3.50" 3.50" 1.50" 567 558 1125 Blod<lng 2 • Column • Of 3.50" 3.50" 1.50" 567 558 1125 8lod<lng • Sloddng Panels are assumed ID cany no loads applied drectly above them and the ful load Is applied to the mffl!ber being do!signed. Top Edge (Lu) 18' r o/c 8ot1Dm Edge (Lu) 18' r o/c •Maximum allowable bracing intervals based on applied load. · .• -,~ (~ verUcall.ANlds f: ... :l). .~ ._.,,•;, ~• \• :!-'~ .,.. )·•' , -:~,'Dad~_:-_. • ,--~ (ade) • : ~ Wldlll ' . (O.N) ,... } . ww.i ,. ' -~' -;"'I!' : .. •• 0 • Self Weig/lt (PI..F) 0 to 18' 7• N//1. 10.0 l • Un/loon (PSF) o ID 18' r (Front) 3' 17.0 20.0 Default Load PASSED \~ System : Roof Member Type: Drop Beam Building Use : Residential 8ulldlng Code : !BC 2018 Design Methodology : ASD Member Pitt:h : 0/12 W~euser warrants that the sizing of Its products will be In accon:lance with Weyemaeuser product design crill,f\a and published design values. Weyemaeuser expressly dl>dalms any -warranties reated to the software. Use of this software is not intended to drtumvent the need for a design professional as determined by the authortty having jumdlctlon. The desigler of record, builder or framer Is responsJble to assure th&t this calculatkln Is compaHble with the overall project. Accessories (Rim Soard, BlockJng Panels and Squash Blocks) are rot designed by tl>ls software. Products manufactured at w~ laclUlles are third-party cenlfted to SlJSlalnal:je forestry standards. Weyeftiileuse-Engineered Lu!Tt)er' Products have been evaluatl!d b)' ICC-1:S under evaluallon reports ESR·llSJ and ESR-1387 ar,d/cx tes1ed in accordance wlth applicable AS™ standards. For current code evaluation rej)OltS, Weyemaevser product Nberature and lnstaUatlon details refer to www.w~~.c~woodprorum/docvment~lbrary. The product appllcatlon, Input design loads, dimensions and support lnloona~on have been prnvtded by ForteWEB Software Operator fort2Wl!II Software Oparator JobN- Paul Ou1st-enson PCSD Engineering (760) 207-1885 paul.pcsd(!lgmaH.oom ~h.icuscr 1/4/2022 7:54:40 PM lJTC ForteWEB v3.2, Engine: V8.2.0.17, Data: VS.1.0.16 File Name: Wardak Pagel / l f.il FORTE'B MEMBER REPORT Floor Framing, (FJ-1) Flr Jst 1 piece(s) 11 7 /8" TJI® 110 @ 16" OC All locations are measured from the outside race~ left support (or left cantilever end). All dimensions are horizontal. OellgnRNUlts ·" ',Adlal.~ u.w. Jlault LDP &.mc1,eo....,....,,,~>· Member Reaction (lbs) 582 @ 2 1/2" 1041 (2.25") Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 568 @ 3 1/2" 1560 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2250 @ 8' 1/2" 3160 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Den. (in) 0.245 @ 8' 1/2" 0.392 Passed (L/768) -1.0 D + 1.0 L (All Spans) Total Load Den. (In) 0.336 @ 8' 1/2" 0.783 Passed (L/559) ·-1.0 D + 1.0 L (All Spans) TJ-Pro"' Rating 45 40 Passed ---- • Oellectkx'I crftl!ria: Ll {L/480) and Tl (1/2◄0). • Allowed rooment ~ not reflect the adjustment for the beam stabl5ty factor. • A structural analysls d the deck has not been performed. • Defloctlon analysls Is based on oomlX)Site action wtltl a slngl• layer of 23/32" Weyerhaeuser Edge'" Panel (2◄" Span Rating) ltlat is glued and nailed down . • Addtuonal consldemlons for the TI-Pro'" Rating Ind~: None. ; ,, ' -......La!Olli ·U..w~< .. > . --. Sllpporfs, . 1~ . " r•,i ....... -~· Dud.' Floar&:h!I Total .. _ ... " l • SllJd wall · Of 3.50" 2.25" 1.75" 161 429 590 1 1/4" Rim Board 2 -Stud waft -OF 3.50' 2.25' 1.75" 161 ◄29 590 1 1/4' Rim Board • Rim Board Is assumed to cany aM loads applied directly above It, bypassing the member be(ng designed. ,-~· •o,-(u,) • 3' 9" o/C Bottom Edge (Lu) 15' 11" o/C • TI! joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable t,,-acing Intervals based on applied load. l • Uniform (PSf) Otol6'1• 16" I II ~. . .. ,~ FloarU. '\. ', to.tor ~; -. . CLINl1 , .~ G■.•, , , , 15.0 'IO.O Default Load ~ .~. " w -'-, ___ ,.._ .,, ·, ,· ,-_.,_ .:t ·', .·~•-, . " ,~··· PASSED 0 System : Floor Member Type : Joist Building Use : Resideltial Bulldlnl) Code : IBC 2018 Design Me1hodology : "50 Wl!yerilaellser wam,nts that the slZlng d itS products wiH be In aa:ordance wlt!1 W~ product design criteria and p,.,tjished design values. Weyemaeuse-expre55ly dlsdalms any olher ~ relarecl to the soltwan,. Use of ltlls software Is not Intended to circumvent the need for a design professional as determined by the authonty having Jur1sdlct!on, The designer or reooro, l>.JRder or framer Is responsible to assure that ltlls calculat!on iS CO<T'll)iltibie with the overall project. AcceSsor1es (Rim Board, Blod<lng Pa~, and Squash Blod<s) ar• not designed by ltis sortware. Products rnanufactlJred at Weye,haeuser fadlltles are ltlird-party certified to sustainable forestry standards. Weyerhaeuser Engineered lumber Products have been evaluated by ICC-ES under evaluation reports ESR· 1153 and ESR-1387 a,vj/or tesll!d In acoordance wlltl applcable ASTl-1 standards. For rulTt!nt rode evaluatlorl reports, We~ product lterature and lnsta"at!on details refer to www .weyemaeuser .oom/woodproo.,cts/document-Ubrary. The product applicallon, Input design loads, dimensions and support Information have been provided by FOrteWE8 Sot\ware Operator Fo<tltWH Software 0psatDr .JobN- Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmall.oom Weycrharuscr 1/4/2022 7:53: 15 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 Ale Name: Wardak Pagel /1 MEMBER REPORT Floor Framing, (FB-1) Fir Bm 1 piece{s) 3 1/2" x 14" 2.2E Parallam® PSL Overall Length: 10' 3" III All locations are measured from the outside face ct left support (Of left cantilever end). All dimensions are horizontal. Deelan~. Adlai' ........ ....,._ ..... Ulf '&.GM: Oollllll 11111 (l'9llani) • . Member Reaction {lbs) 6117@ 2" 7656 (3.S0") Passed (80%) --1.0 D + 0.7 E (All Spans) Shear (lbs) 5752 @ 1' 5 1/2" 15157 Passed {38%) 1.60 1.0 D + 0. 7 E (All Spans) Moment (Ft-lbs) 13951@ 2· r 43459 Passed (32%) 1.60 1.0 D + 0.7 E (All Spans) Live Load Deft (In) --0.106@ 4' 6 7/8" 0.331 Passed (L/999+) --0.6 D • 0.7 E (All Spans) Total Load Deft (In) 0.142 @ 4' 8 11/16" 0.496 Passed (L/837) --1.0 D + 0. 7 E (All Spans) • Delloctlon cr11l!ria: LI. (l/360) and Tl (l/2-40). • Allowed moment doe!. not reflect the adjustment for the beam statlility factor. • -788 lbs uplift at support located at 10' 1•. Strapping or other restraint may be required. . • -.;>'t;:~ ·½t . ..,,. __ , ........ -~ . ' ~ -loadt~~(lh) ·-.. ,... --~ ..... :.;·._.· ,...;....,,.; ..,u,,e .... ... SUpporta ~ :rlltat l -Column -Df 3.so· 3.50' 2.ao· 1283 205 359 69061-6906 8753/-Blocking 6906 2 -Column -OF 3.50" 3,50• 1.50" 1283 205 359 2225/-2225 4072/-Blocklng 2225 • Bloddng Panels a,e assumed lD carry no loads applied dil'f!d!y above them and the Ml load Is applied to the member being designed. _LaWill 'lntclng ~-~-~ ' 0D ,. _la •,,:•,. Top Edge (Lu) 10' 3" o/c eottom Edge (Lu) 10' 3" O/C •Maldmum allowable bracing Intervals based on applied load. .. ' ,. o..s , ............ lloafU..' "--■,.jlc ._ Vrica(f,.ollds ' ..--.( .... ) ,-~ .... (G.IO), .(LOO) -. . ~ . .. ,j___,~·-(~~ C 0 -Self Weight (Plf) 0 lD 10' 3" N/A 15.3 ----- 1 • Uniform (PLF) o to 10' 3" (Front) N/A 235.0 40.0 70.0 2 • Point (II>) 2' 7" (Front) N/A 9131 -•-r II! Systi,m :Aoor Mffllber Type : Drop Beam llui.ldlnQ Use : _, Bulldtng Code : !BC 2018 Deslgn MethodOlogy : ASD . ~ ·,_ Jr. - Weyemaeuser wam,nts that the sizing d Its products win be In acx:ordance with Weyerflaeuser product design a1tier1a and publishe<I deslQn val-. Weyerhaeuser expressly disclaims any other warranties related to the software. Use d this software Is not lnll!nded lD dmmvent the need for a d<!slgn professlonal as delefminl!d by the authority having jur1sdlctlon. The Clesigner ot reo:>rd, builder or framer is responsible lD assure that this calculaUon Is compatible with the OYe<all project. Accessortes (Rim eoard, Blocking Panels and Squash Blodcs) are not designed by this software. Products manufactured at Weyerhaeuser fllciitles are third-party certified to sustainable fotestry standards. Weyerhaeuser Engineered Lumber Products have been evatuatied by ICC-ES undo!r evaluation reports ESR-1153 and ESR-1387 and/or testied In accordance with applicable AS'l'M standards. For current code evaluatlon reports, Weyert,aeus,,r product literature and Installation ~lls refer IX> www.weyemaeuser.con,/woodproducts/document4lbrary. The product appNcatlon, Input design loads, dimensions and SUl]!)Ort lnformaUon haw, been provided by ForteWEB Software Operator l'orteWrll Software Opera-lob- Paul Ovtstenson PCSD Engineering (760) 207-1885 A pauJ.pc:sdOgmall.com Weycrfaew<r 1/6/2022 8:33:49 PM lJTC ForteWEB v3,2, Engine: VS.2.0.17, Data: V8.1.0.16 File Name: Wardak Page l /1 MEMBER REPORT Floor Framing, (FB-2) Fir Bm 1 piece(s)51/4" x 14" 2.2E Parallam@ PSL + 0--------- Overall Length: 15' 7' All locations are measured from the outside face of left support (or left cantilever end). All dlmenSlons are horizontal. o.lan ... ·Adlll!I•.---AIIIMNd· ..... LDf lad: C.a 111~lftell• (,..._) Membef' Reaction {lbs) 7101@ 2" 11484 {3.50") Passed (62%) .. 1.0 D + 0.525 E + 0.75 L + 0.75 S (All So<'lnsl Shear (lbs) 5058 @ 14' 1 1/2" 14210 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 22516 @ 7' 9 1/2" 40743 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Oefl. (In) 0.236 @ 7' 4 3/4" 0.508 Passed (L/774) .. 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Soans) Total Load Oefl. (In) 0.474 @ 7' 6 3/4" 0.762 Passed (L/386) .. 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Soans\ • Deflectlon criteria: LL (1)360) and n. (1)240). • Allowed moment ~ not ren..ct the adjustment fo, the beam stability factor. ,;; .·,·;;. -.t··· ~ ~d. ', !11,..,t ....... IAIIID :.~~:-~-,. (' ?• ... . ' ,.i..mu,....(b) ... :i•, .. "T.a· . ........ .......,.;.. Dull -Uft RoofLhe .....le ~c·uu._ TOia!. I -Column • OF 3.50" 3.50" 2.16" 3099 1611 1159 5321/-5321 11190/-Bloddno 5321 2 -Column -OF 3.50" 3.so· 2.03" 3~93 3105 1042 1585/-1585 9225/-Blod<lng 1585 • Bloddng Panels are assumed ID carry no loads apple<! directly above them and the fua load Is applied ID the member being designed. Topf(t,je(lu) -""'(W) ·1 IS" r o/c 15' 7" o/c •Maxl1TMJm alowable bradn!I Intervals based on applied load . ., ' ' -.,. ! . ., ,. ,, .. VtlftlcaJI.ONI '' -~-<~f -· • _, I 0 -Self Weight (P\.F) o to 15· r 1 • UnUbnn (P\.f) 0 to 3' 8" (Front) 2 -Unlfonn (Plf) 3' 8" ID 13' (Front) 3 -Uniform (P\.f) 13' ID 15' 7" (Front) 4 • Point (lb) 3' 8" (Front) ~ ~~ N/A N/A N/A N/A N/A -........... __,~ ·:\ --r. J ( ' \(11.W) ''.< (1.0llf (~US). tlAo) ·-C I II 23.0 ---- 20.0 30.0 413.0 307.0 180.0 396.0 637.0 20.0 1283 205 359 6906 0 ~:Floor ~ Type : Drop Beam &,llditig~:~ BuildinQ Code : !SC 2018 OeslgnM!!lt10dc>logy:ASD 1....:,.. ,. .. -....... , i,:,.._: ~,-· ~ < ' ,, ·: :;· Weyemaeuse-warrants that the s!Zlng of Its products will be In accordance with Weyerllae\Jser product design crtterla and oubUshed ~ign values. Weyerhaeuser expressly dlsdalms any other warranties related ID the software. Use of this software Is not lntlended ID circumvent the need for a deslQr, pro~slonal as determined bv the authority having Jur1sdlctlon. The~ of record, builder or framer Is responsible ID assure that this cak:IJlation Is compatible with the <M!l'all project. Aecessorles (Rlm Board, Blocking Panels and Squash Blocks) are not designed bv this software. Products manufactured ilt Weyerhaeuser fadlllies are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Luiroer Products have been evaluated by ICC-ES under evaloatlon reports ESR-1153 and ESR-1387 and/0< tesbed In acco,dance with applicable AS™ standards. For current code evaluation reports, WO!Vffllaeuser product H!l!rature and lnstlllatlon details refer to www.weve,haeuser.convwoodproducts,ldocument·llbrary. The r,roduct application, Input design loads, clmens,ons and support Information have been provided by forleWEB Software Operator FoneWH Softw•re ()pen,to, JobN- Paul Olnsle<lson PCSO Enolneering (760) 207-1885 paul.pcsd@lQmall.com 11,ey<rhacuscr 1/7/2022 9:41:49 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: V8.1.0.16 File Name: Wardak Page 1 / 1 0 m MEMBER REPORT Floor Framing, (FB-3) Hdr Bm 1piece(s)31/2" x 117/8" 2.2E Parallam® PSL 12· All locations are measured from the outside face of lelt support [or left cantilever end). All dlmenSlons are hor1zontal. DMlanRaufta ~•&.--. ........ ; ..... .u,p LaNt c.o ......... ~)' ~- Member Reaction (lbs) 5997@ 2" 7656 (3.50") Passed (78%) .. 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Spans) Shear (lbs) 4049 @ l ' 3 3/8" 8035 Pilssed(.50%) l .00 l.O D + l.O I. (AJI Spans) Moment (Ft-lbs) 14284 @ 3' 10" 19902 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft. (In) 0.218 @ 5' 8 3/16" 0.408 Passed (L/675) .. 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Spans) Total Load Oefl. (In) 0.452 @ 5' 9 1/8" 0.613 Passed (L/325) .. 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Soans) • Deflection oiteria: LL (l/360) and n (L/240). • Allowed momont does not reflect the adjustment for the beam stability factor. • -694 lbs uplift at support located at 2". Strap!)ing or other riestralnt rnay be required. . ' 't;•'• '" ----~ , -.. • ,'. _, ... ..... .. .....-.( .... ' ·-' -,-:,..-,... -1 ... -,, ~ . . -· '·• ,,,...,_ " ....... ~-D9ad ....-u.e ..u.. 5elMlk , .. TCllal : •·--'~ 1w 1 -Colurm • DF 3.50" 3.so· 2.H" 3193 1129 1915 3728/-3728 9%5/-Bloddng 3728 2 -Column -DF 3.50" 3.50' 1.50' 1659 "82 1108 1593/·1593 4&42/-BlockJng 1593 • Bloddng Panes are a<SUmed to carry no loads applied cltrect!y abo\/e them and the ful load ts appled to the member being -gned. ~ISl'lldnt' __ .... .,..... ~ .c:o. ...... -::;,_~ .. ~:·, 1, '>, •. . ,· Topf~(tu) J2' 7" q/C Bottom Edge (Lu) 12· 7' o/c •Maximum alowable bracing Intervals based on applied load. ~.-.. ,d lilad ,.,_.u,,., IIDatU.. .......... :_ ' >, ,, v.tlgiltoadil -~ .. (!Ne)• ,,....., .... (LIO). . tuio>.: . c-1."Jsf (":'9). C1• I • . 0 • Self Wel9ht (PlF) o to 12· r N/A 13.0 .. -- 1 -lJnlfoml ( PLF) 0 to 3' 10" (Front) N/A 200.0 235.0 2 -Unll'orm (PLF) 3' 10" to 12· r (Front) N/A 94.0 110.0 3 • Plllnt (lb) 3' 10" (Front) N/A 3099 1611 1159 5321 ,_ .Nntlli&. .., . ... , . PASSED uj Syslem : Floor Member Type : Drop Beam BulldlnQ Use : Residential Buildlng Code : !BC 2018 Design Methodology : ASP .. ... .- .. ·r , w~ warrants that the stzlng c:J Its products will be In aco:in:1ance with Weyemaevser product design cl1teria and published design v•tues. Weyemi,euser exp,essty disclaims any other warranties related to the soltwarie. Use c:J this softwarie Is not Intended to circumvent the rM!ed for• design prottSsional as determined by the authority h•vlno jUrlsdk:tion. The desi~ of record, builder or framer ts responsible to assure that this calculation Is compatible with the overall projeet Accessor1es (Rim Board, BloekJng Panels and Squash Blocks) are not designed by this sollwarie. Products manufactun!d at Weyerhaeuser facilities ari, third-party certified to sustainable forestry standards. Weyeltlaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in IICXX>rdanc:e ,.;tt, applicable ASTM stsndards. For current code evaluation reports, Weyerilaeuser product literature and tnstaNation details refer to www.~.COO\lwoodproducts/document-Utnry. The product appllcation, Input design loads. dimensJons and support Information have been provided by ForteWEB Softwarie Operator -· -WEB Sol'twara 0p8'ator Job- Paul a..tstenson PCSD Engineering (760) 207-1885 A paut.pcsd@grnatl.com Weytrh.lwscr 1/7/2022 9:45:17 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Wardak Pagel /1 ::.ilFORTE'B 0 El MEMBER REPORT Floor Framing, (FB-4) Fir Bm 1plece(s)31/2" x 14" 2.2E Parallam® PSL Overaff L~ngth: 13' 1' 12· 6" All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. DMlm'IRaults-" ........... :Mlowl,d 'Ralilt -•. I.DI' IAled!Co ••••• ,, ..... ) Member Reaction (lbs) 7572 @ 12' 11" 7656 (3.50") Passed (99%) .. 1.0 D + 1.0 L (All Spans) Shear (lbs) 5831 @ 11' 7 1/2" 9473 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 22761 @ 6' 8 15/16" 27162 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (In) 0.255 @ 6' 7 11/16" 0.425 Passed (L/601) .. 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.42'1@ 6' 7 3/16" 0.637 Passed (L/361) .. 1.0 D + 1.0 L (All Spans) • Deflectlorl cr1te1a: LL (l/360) and n (l/2'!0). • Allowed mo~nt does not reflect the adjustment for the beam stability factor. 1 • COlurm • OF 3.50" 3.50" 2.98" 29+1 3579 822 7315 Blocklng 2 • COiumn • OF 3.50" 3.50" 3.46" 2882 4691 153 n26 Blocking • Blocl<ing Panels att assumed to any no loads applied directly above them and the full load Is applied to the ~ber being designed. Top Edge (Lu) 13' I" o/C Bottom E<lge (Lu) 13' 1· o/c •Ma>dmum alowable bl'lldng lnterv.lls based on applied load. . ' :; ; . f .ci..--.·, '.~~ ~~ 1;.'.'. (~•; .r ·Ci.cio> l .. ,_..,olM! ··,; ~~-~~ --•i . ·• -• ~-\~t: 0 • Self Weight (PLF) 01013'1" N/A 15.3 1 • lkllform (PLF) 0 to 4' 4" (Front) N/A 382.0 225.0 2 • Uniform (PLF) 1' 1" to 13' 1· (Front) N/A 123.0 756.0 [fil ·, !' PASSED ii/ 0 System ; Floor Member TVPe : Drop Beam Bullding Use : Residential Bullding Cocle : !BC 2018 Design Methodology ; ASO Weyerhoeuser warrants that the siZlng of Its products will be tn accordance with Weyemaeuser ~ oestgn Oill!rlo and published design values. Weyerhaeuser expressly disclaims any other wam,nties relatl!d to the software. use of this software Is not Intended to circumvent the need for a design professional as determined by the autholity having Junsdic!ion. The designer of rea>rd, builder or framer is responsible to assure 11\at this C3lcula1ion Is cornpaijble with the o,,erall pro~ Acoessories (Rim &wd, Bl<xklng Panels and Squash Blod<s) .,., ,..,._ designed by this software. Products manufactured at Weye,t,aeu,.,,. fadll~ are third-party certified to sustalnable foresb'y standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC-€5 under evaluation report:s ESR· 1153 and ESR· 1387 ard/or tesbad In accordance wfth IIR)llcable ASTM standarcls. For current code evaluation report:s, Weyet,aeuser product litrrature and tnstallatlon details refer to WWW, -,_,se, ,COm/woodproducts/document-lltnry. The product appffcation, Input design loads, dimensions and support Information ~ been provided by ForteWEB Software Operator fof111WH Softw.,. Operator ,.,.,,._ Paul Olristenson PCSO Englneenng (760) 207·1885 paul.pcsd@gmail.com Wey,rhacuser 1/7/2022 10:06:06 PM lJTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VB.1.0.16 File Name: Wardak Page 1 / l 0 ul MEMBER REPORT Floor Framing, (FB-5) Fir Bm 1 piece(s) 5 1/4" x 14" 2.2E Parallam® PSL Overall length: 10· 7" All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Daslan .RNulb , . -•,Ad,oal • .._... .-AIID;w.t . -.,it U1f' load: C ..... 1.atlall (Pallwll) Member Reactlon (lbs) 9474 @ 10' 5" 11484 (3.50") Passed (82%) 1.0 0 + 0.525 E + 0.75 L + 0.75 S (All --So.,nsl Shear (lbs) 5398 @ 1' 5 1/2" 14210 Passed (38%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-lbs) 17431 @ 5' 3 1/2" 40743 Passed (43%) 1.00 1.0 0 + 1.0 L (All Spans) Live Load 0efl. (In) 0.107@ 5' 6 9/16" 0.342 Passed (L,/999+) --1.0 D + 0.525 E + 0.75 L + 0.75 S (All Soans) Total Load Dell. (In) 0.1n @ 5' 5 7/16" 0.512 Passed (L,/717) --1.0 D + 0.525 E + 0.75 L + 0.75 S (All Soans) • Deflectx>n mtffla: U. (l/360) and Tl (l/2'!0). • Allowed moment does not reflect the adjustment for lhe beam stability factor. ·--• .• ~~ '---........ , .. ,-v . .,, :, ,: . ;; . SUpports -'ADI, .......... ._..,. . Dead Nllorl.Jft s..ak Taal ~-,. 1 • Colurm -OF 3.50" 3.50" 2.18" 3110 4041 1620/-1620 8771/-Blodcing 1620 2 -COiumn • OF 3.50" 3.50" 2.89" 3110 4041 6350/-6350 13501/-Bloddng 6350 • Bloddng Panels are ilSStJmed to cany no loilds ilppied directly ilboYe lhem ilnd lhe l'ull load IS ilpplied to th~ mem~ being ~,gned. -~·BradT,g ~ .............. C0.11111,lta -_1 ' ,. -' -. ,. Topf~(l.lJJ 10-rorc Bottom Edge (Lu) 10' 7" o/c •Maldmum illowable bracing Intervals based on applied load . ' . . .,. DaN ,....,Llw9 , .... > <. -,..f' . .• . Vw1k:aiLoedl -~~ Loa!tll!"( .. )_, i; (0.'8) . (1.IIG) UM) c.... .. 11 ' 0 • Self Weight (Plf) 0 to 10' 7" N/1. 23.0 .. - I -Uniform (PLF) Oto 10' 7" (Front) N/A 423.0 756.0 2 • Point (lb) 2' 3" (Front) N/A 750 40 3 -Point (lb) 8' 4" (Front) N/A 750 'I() 7970 Notes . System : Floor Member Type : Drop Beam BulJdJng Use : Reslden&I Building Code : !BC 2018 Desi<;jn Methodology : ASD Weyemaeuser warrants I/lat lhe sizing or its products win be in accordance with Weyemaeuser product design criteriil and published design values. Weyerhaeuser e,q,ressly diselaims any other warranties related to the softwilre. use of this software Is not ~nded to Circumvent the need for a design professional ilS determi~ by the iluthority having Jur1sdlctk>n, The designer of record, builder or framer Is responsl~ to assure that lhls calOJlation Is oompati~ with the ov~U project Aal!SSOl1~ (Rim Board, Blod<lnQ Pilnets ilnd SQuash Blocks) are not designed by lh/s sottwm. Products manufila!Jred at Weyertlaeuser fadlltles are third-party certified to suslalnable forestry slandards. w~ser EngJ,--ed Lumber Products have been evah.eted by ICC·ES under evilluation reports ESR-1153 and ESR-1387 and/or t!!Sted In acx:orclance with appUca~ ASTM standards. for current oodt evaluation reports, Weyertlaeuser product literature ilnd lnstaHatlon detallS refer to www.~.axr,/woodproduc.tt/docurnent•ibrary, The product application, input design loads, dmenslons and support information have been pn:Jllided by ForteWE8 Software Operator fortloWEI Softwwe Operator Job.._ Paul Chri~nson PCSO Engineering (760) 207-1885 A paul.pcsd@gmail.rom WeytrhJcuset 1/7/2022 9:57:59 PM VTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VS.1.0.16 File Name: Wardak Page 1 / 1 [D MEMBER REPORT Floor Framing, (FB-6) Fir Bm 1 piece(s) 7" x 16" 2.2E Parallam® PSL Overall Length: 19' 7' 19' All locations are measured from the outside face ct left support (or left cantilever end). All dimensions are horizontal. ii>aaanRelults , , Adaal.Otoc:Mloa Allowed ---LOP !,GNt Ca •-...,_ (..-,.) .· , Member Reaction (lbs) 11721@ 2" 15313 (3.50") Passed (77%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 9748 @ l' 7 1/2" 21653 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 546'13 @ 9' 7 7/8" 69909 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Den. (In) 0.443 @ 9' 8 3/8" 0.6'12 Passed (L/522) --1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.741@ 9' 9" 0.962 Passed (L/312) --1.0 D + 1.0 L (All Spans) • DellectJon critena: LL (l/360) llnd TL (l/2.q()), • Allowed moment does not reflect the adjustment for the beam stabiKty factor. • Member shOuld be side-loaded from both sides of the member ()( braced to prevent rotation. ~--~ a..-1o...,.,. (IN}. .,t ,. ,Floorl.Jwe "°"'"" ,Smtnlc_ Tata!. • 11• 1 , Column • DF 3.50" 3.50" 2.68" 4546 7174 100 2607/-2607 14427/· 8loddng 2607 2 • Column • Of 3.50" 3.50" 2.34" 4656 5568 501 1134/·1134 11859/· Bloddng 1134 • Blocking Panels are assumed to carry no loads applled clr<!etly above them and the full load Is applied to the member being designed. ............... Ou••--• Top Edge {Lu} 19'7"o/c Bottom Edge {Lu) 19' 7' o/c •Maxtmum alowablo bracing Intervals based on applied load. . -~\-"\:{ ~ ~ ,. ,l'IDClr U.. ..., ...... -; ~ -· , l i,; -,.. : ~ ..... ' r.. ..... "' •• , ' ";, ~-<uo> Vertkal _Laadt , .• ,-... -~'(91de) J ,.,...,._ -~'J!I-IO) '(-:-,UI)' (lAO) c:'1 '; 0 • Self Weight {PLF) 0 to 19' 7" N//\ 35.0 --.. l • Uniform {Plf) 0 to 15' {Front) N//\ ◄23.0 756.0 2 • Point Ob) 15' (Front} N/A 302 280 3 • Unl!Qm\ {PLF) 15' to 19' 7" (Front) N/A 408.0 306.0 70.0 ◄ • Point (lb) 6' (Front) N//\ . 3741 w -; ·. PASSED 0 System : Floor Member Type : Drop Beam Building USe : Residential Building COde : IBC 2018 Design Methodology : ASD -., ... '/'. ·: ., ~ ::,,, ,., , 111 -.: Weyerhaeuser warrants that !he sizing of Its products wtU be In accordance with W~ product deslgn criteria and published design values. Weyffllae\Jser cxp=sly dlsdatms any other warranties related to lhe sortware. Use of this softwan, Is not Intended to dri:umvent the need f()( a (lesjgl professional as determined by Ille autllonty having J~. The designer of l<!Cord, bulkll,r or tn,mer Is responsible to assure that this cak:ulatlon is col11j)lltible with lhe overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not desjgned by this software. Products manufactured at Weyerhaeuser fadlltieS are third-party certified to sustalnable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation•~ ESR-1153 and ESR-1387 ,m,J/()( ~ In aa:ordance with applicable /\STM standards. For current code evaluation reports, Weyerhaeuser product llterab.Jre and Installation details refer to www.w~.com/woodproducts/document~ibrary. The ~ atll)licallon, input design loads, dimensionS and sowort lnfonnatlon have been provided by ForteWEB Software Ope,ator Fort>eWEI Software 0penttDr Job - Paul Christenson PC50 Engineering (760) 207-1885 A paut.pcsd@9mall.com Wcynhdcu= 1/7/2022 10:04:13 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Wardak Page 1 I 1 [u MEMBER REPORT Floor Framing, (FB-7) Fir Bm 1 piece(s) 7" x 18" 2.2E Parallam® PSL Overall Length: 23· 7" All locattons are measured rrom the outside face ct left support (or left cantilever end). All dimensions are horizontal. ..... ~-,·'~·• ·Adua • _Lomlloft .. . ~-. ..._., .. ' :_,.,,., ~. eo,11111," .... (l!ltllllm) ... ' Member Reaction (lbs) 14540@ 2" 15313 (3.50") Passed (95%) Shear (lbs) 12138@ 1' 9 1/2" 24360 Passed (50%) Moment (Ft-lbs) 56112 @ 11' 11 5/16" 87330 Passed (64%) Live Load Defl. (In) 0.566 @ 11' 10 1/2" 0.775 Passed (L/493) Total Load Oefl. (In) 1.027@ 11' 10 1/16" 1.163 Passed (LJ272) • Dellectlon ct1teria: LL (l/360) and Tl (l/2'10). • Allowed moment does not reflect the adjustment for the beam stabi~ty factor. • -334 lbs uplift at support loeated at 23' 5". Strapping or other restraint may be required. • Membe< shouod be~<roml>olhsl(le5(l(lhe membef o, ~11>,,.-.-;oo. I • Column • OF 3.50" 3.50" 3.32" 6381 5889 2 • Column -OF 3.50" 3.50" 3.16" 6342 5847 .. 1.00 1.00 -- .. 1.0 0 + 0.525 E + 0.75 L + 0.75 S (All SDl!llS) 1.0 D + 1.0 L (All Spans) 1.0 0 + 1.0 L (All Spans) 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Soans) 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Soans) 1109 7129/-7129 1337 5913/-5913 20500/· 7129 19439/· 5913 Bloddna Bloddng • Blodclng Panels are assumed to cany no loads awlied directly above them and the full load ,s al)lllied to the member being designed. Top Edge (Lu) 23' 7" O/C Bottom Edge (Lu) 23' 7" o/c •Maximum allowable bracing Intervals based on apl)lied load. 0 • Sd Weight (Plf) 0 to 23' 7" I • Uniform (Pl.f) 0 to ◄' 3" (Front) 2 -Uniform (Plf) 4' 3" to I 9' 3" (Front) 3 • Uniform (Pl.f) 19' 3" tn 23' 7" (Front} ◄ • Point (lb) 4' 3" (Front) 5 • Point (lb) 19' 3" (Front) 6 • Point (lb) 1 r 2· (Front) · ...... : : :-·i' ;··:{-:·':~;,~·;~~: :,~~~~·'.;<.:~,.-~~~i.· ~~-, :-<••!') • , (l!N') '\I, (-?:.';;4:';;;':_1,JS~·; '. (l~ ! '.'.Ci , N/A 39A N/A 34.0 40.0 N/A 146.0 40.0 40,0 N/A 34.0 40.0 N/A 4656 5568 501 6521 N/A 4656 5568 501 N/A 501 6521 .. S~m : Floor Member Type : Drop Beam Jluildjng Use : Re.sldenll;a/ BuildinQ Code : !BC 2018 Design Methodology : ASD Wl!)lerlloeu!il!r ~ 11,;at ll>e ~ of Jts ,rn,ducts w11 be 1n aa:Mlana! wllh Wei,~ product desl9i> cnll!rlil .ind publlshed ~ values. w~ e>preS51r dlsclalms anv Oll1er wamontleS related to the software. USe of this SOltware iS not lnteroed tn circumvent the need for a design professional as determined br the authortty having junsdlctlon. The deslgler of record, bulidf!r or framer Is responsible ID assure that !111s calcula1!on Is compaUble with the overall project. AecesSOries (Rim Board, Blocking Panels and Squash Blod<s} are not designed by this software. Products manufactured at wevemaeuser l'acilitles are third-party certified ID sustainable forestry standards. Weyerhaeuser Engineered Lurnbe< PrOOJcts have been evaluated by ICC-ES under evaluation reports ESR· 1153 and ESR· 1387 ,nJ/or tested In ao:oroance with applicable ASTM standardS. For cummt code evaluatJon reportS, Weyerhaeuser product literature and Installation details refer to www.weyemaeuser.rom/woodproducts/document-llbrary. The product apl)llcatlon, Input design loads, dimensions and support lntormaoon have been pro,tded by FcrteWEB Software Operator l'orteWEI Softwa,. Operator Job Notes Paul O,nstenson PCSO Engineering (760) 207-1885 paul.pcsd@gmall.com Weyerhaeuser 1/9/2022 3:27:17 PM UTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VS.1.0.16 'Fl)e Name: Wardak Pagel/1 ~,ru/f;,t.r/,de;n,o;n efnt .15":fo bfaeen'J,J 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.0 Lateral Design & Analysis (ADU) Wind: P = A Kzt I psJo A= 1.00 Kzt = 1.0 PS30 = 26.6 psf I = 1.0 P = 16.0 psf (AS('E 7-16 -Equ.11tion 2~ 5-1) (fi~ 28 5 1-IJ ms 26 KJ (6~ 2~ :0-1 > (lablc I 5-21 Criteria JOB 21-635 SHEET NO L1 OF -----CALCULATED BY PSC DATE 12/23/21 CHECK BY _____ DATE __ _ SCALE s.= 1.05 F. = 1.2 R = 6.50 V = 0.092 *Wt* p (ASCE 7-16 -Eqn 12.8-2) S1 = 0.381 Fv = 0.0 I = 1.00 (p • Redundancy) 1st Story 2nd Story Each Story Resists > 35% Base Shear: not satisfied satisfied Wind Loads Any Shear Wall w/ (h/I)>1.0 is < 33% Story Force: P = 16.0 psfx Trib Area Roof LeveJ Direction: N I S Direction: E/W 16.0 psf X = 16.0 psf X 153 sq. ft. = 2442 lbs. 400 sq. ft. = 6384 lbs. ------ Roof Weight Roof Wt. = Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = 13.0 psf x 12 16 sq. ft.= 15808 lbs. 15.0 psf x 461 sq. ft.= 6915 lbs. 8.0 psf x 397 sq. ft.= 3176 lbs. 4.0 psf x Io 14 sq. ft. = 4056 lbs. ------Total Trib. W R = 29955 lbs. Total Seismic Dead Load: Wt= 29955 lbs. ASD Base Shear: V = 0.092 * Wt = 2765 lbs. satisfied nol satisfied p = I I ~,u/"{;,trl.d,m,,,.,, 'efnt fil'!f" .£rfaeerinJ 3529 Coastview Ct-Carlsbad, CA 92010 JOB 21-635 SHEET NO '1f, OF -------CALCULATED BY PSC DATE 12/23/21 CHECK BY _____ DATE SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis -2nd Story Shear Walls N / S Gridline Length of Shearn•alls AA 4 7 BB 4 cc 3 5 ; ! • : . • ~ --i -~· •• ·-· t --~ -: .... J l _L ' i ---. I·-,_..,_, __ ,.,. __ _ ..... ' __ ,. . ' . ,. ~ , I ~ --,~---1 -.---'---- Total Wall Ht. 10.5 8 3.8 8 8.0 8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Type s s s F F FA FA FA -,;- i 1-···L E SE E E I -----~---1·. -,.l ,,_. ~--· • • i • ' ! L ' ..,. ____ .,, ____ , . , ... ·•-I .L . i •• ··-- ' -~ ~~---· L. -I i f·• ... i _,,j • ·-r-·· --r----:--·--. ' . Gridline 100 I 01 102 E /W Length of Shearwalls Total Wall Ht. Type 3 3 6 8 s 4 4 8 B 11 4 14.5 8 A 0 0 0 IV/0! 0 #DJ /0! 0 # V/0! 0 #D /0! 0 #D /0! ,.: -,_..,. ... ---~---.. ,. -~ ·• ---·..,.__ .. I--,-·· -I ...... -•• .,. • ., ...... ' • I ..,,_,,.-r .. •• ...... -·•.,.--> ~1-~-·• ~-1-:-~--;-•·-t -~ ·-; -·--!~->·- ·~ ... -~--.. ~ ···+·--r--~ .. ---=-~ -+---;---··: ---- . ' :•-•·•• .... ;-· ....... . ·• ' 1,_ •• f""' ., ; r. --•••~v•• •• ,,.,,_._ .ft,, ,,._ ; .~.--·-'\, , ..,.,. ~ '"" .... _ . ........... .,.... .. ,~. ··-·-•---··------· .. , .! ··f-··· ' ·: ---;--!'" ·: I. f5 ,u/f;,tri.dm,.rc.11 e/,.,, .Df'!fo JOB 21-635 /~~-•-SHEET NO 1.,~ OF J m'}jj ,,.. ·"' £rpeer17!f CALCULATED BY PSC DATE 12/23/21 CHECK BY DATE ' ·.•' 3529 Coastview Ct -Carlsbad, CA 9201 D SCALE :.---.....:...~i..:...itr--= ...... r-..,,., e..1,.,;,u"s,"' ~/!LIi t>iu., r.-,iKUri."' ' Telephone (760) 207-1885 • Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) Gridlinc @ 50 % 2765 X 0.50 1383 #) 1383 lbs. & V = 10.5 ft. 132 plf OTF 1053 lbs. • HDU2 Gridline @ 3 % 2765 X 0.03 83 #) 83 lbs ~ V = 3.83 ft. 22 plf OTF 173.3 lbs. N o Ai'P Gridline © 47 % 2765 X 0.47 1300 #) 1300 lbs & V = 8 ft. 162 plf OTF 1300 lbs. 'HDU2 :15 gu/f;',trf.rt:e;n.rc;n ef 1171 3511/fc £nfaeerurJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 21-635 SHEETNO _34 { ___ 0F ___ _ CALCULATED BY PSC DATE 12/23/21 CHECK BY DATE __ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.0 Lateral Desien & Analysis (Two-Story) Wind: P = A Kzt I psJo tASCE 7•16-Equatum 2S 5-1) >..= 1.00 (Ii~ 28 ~ 1-1) Kzt = 1.0 PS30 = 26.6 psf s.= 1.05 F1 = 1.2 R = 6.50 (ASCE 7-16-Eqn 12.8-2) s, = 0.381 F.= 0.0 I = 1.00 I = 1.0 1fig !~ ~-1) (table I ~-2) V = 0.092 * Wt* p (p -Redundancy) P = 16.0 psf Criteria Each Story Resists > 35% Base Shear: Wind Loads Any Shear Wall w/ (h/I)>1.0 is < 33% Story Force: P = 16.0 psfxTribArea RoofLeveJ Direction: Direction: 2nd Floor Level Direction: Direction: Roof Weight Roof Wt. = Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = Floor Weieht Diaphragm = Exterior Wall Wt = Interior Wall Wt = 1st Fir. Roof Wt. = N /S = 16.0 psf X 213 sq. ft.= E /W = 16.0 psf X 373 sq. ft.= N I S = 16.0 psf X 808 sq. ft.= E /W = 16.0 psf X 593 sq. ft.= 14.0 psf x 1005 sq. ft. = 14070 lbs. 15.0 psf x 473 sq. ft. = 7095 lbs. 8.0 psf x 405 sq. ft. = 3240 lbs. 6.0 psf x 838 sq. ft.= 5028 lbs. ------Total Trib. WR = 29433 lbs. 15.0 psf X 992 sq. ft. = 14880 lbs. 15.0 psf X 1439 sq. ft. 21585 lbs. 8.0 psf X 1233 sq. ft. = 9864 lbs. 17.0 psf X 289 1 sq. ft. = 49147 lbs. Total Trib. WR = 95476 lbs. Total Seismic Dead Load: Wt = 124909 lbs. ASD Base Shear: V = 0.092 * Wt = 11530 lbs. 3399 lbs. 5953 lbs. 12896 lbs. 9464 lbs. p= 1st Story 2nd Story satisfied satisfied satisfied satisfied I I ~ ,ru/f;',t.rl.,-cen.ron 'ef 1m eff"ffo bfaeennJ JOB SHEET NO CALCULATED BY CHECK BY 21-635 ':)'l.,. OF ----PSC DA TE 12/23/21 DATE -------3529 Coastview Ct -Carlsbad, CA 92010 SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com Roof Diaphragm: N I s Direction E / w Direction V = 4546 lbs. V = 5953 lbs. ----------------A = 100 5 sq. ft --------f p=V/A= 4.52 psf A = 1005 sq.ft .,,..,....,.----=--==---f p=V/A= 5.92 psf Floor Dia~hragm: N I S Direction E/W Direction V = 12896 lbs. V= 9464 • lbs. A= 3883 sq. ft A= 3883 sq. ft f = V/A = p 3.32 psf f = V/A = p 2.44 psf Seismic Lateral Distribution V = 11530 lbs. • p F V Level w, hx w, h, k w. (h. l (lbs) (ft) (lbs-ft) l W· (hk (lbs) (lbs) Roof 29433 19 559227 0.394 4546 4546 2nd Floor 95476 9 859284 0.606 6985 11530 14 185 11 1.000 11530 ~ ,u/--C,tn.dtmJ'Oh dnt :lfuy" bfaeermJ 3529 Coastview Ct-Carlsbad, CA 92010 JOB SHEET NO CALCULATED BY CHECK BY SCALE 21--635 )) OF PSC DATE 12/23/21 DATE Telephone (760) 207-1885-Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis -2nd Story Shear Walls N /S E /W Gridline Length of Shearwalls Total Wall Ht. Type Gridline Length of Shearwalls Total Wall Ht. Type B 8 9 16.0 9 s 2 3 3 5.27 9 A D 4 8 11.5 9 A 5.5 9 9 9 B E.5 10 10.0 9 s 8 3 3 5.34 9 B 0.0 0.0 0 0 0.0 0 0 0 0.0 FALSE 0 #DIV/0! 0.0 FALSE 0 #DIV/0! 0.0 FALSE 0 #DJV/0! 0.0 FALSE 0 #DIV/0! 0.0 FALSE 0 #DIV/0! ' ""I ___ ,. --T l" ~• 1 ·-i ,.., -~-j---u -t-•-- ' • l-•• -r ·-7---,I-7 ... • •-..,. ~-.,. ., -. ! -.-, _.,,! ~ I--~ t •~ r ••'-... -; r, . ._.I -, .. -1-· -i .......... :.. _, .. -:•· .. I.--~ ... ·r•-· .J-.--... .-... ,..+ ., •• ,.._ .... _. -~----• t.--· ,;._,_. ___ 1 • ' I j • i ' I i ' -•-· --. --· -~-~-----~--~, -:-~ ~-~ ~-1·•-. ~ r· ~~-.:~-:~ -;-,-: I • ' : t . • • • •• -1·· f ! .i ... -' -·-. . .... ' .... \ .. __ }. .... ~----1 <--·, --• -~~-• ,-.-r ~ ..,-.. ... t-... ' -""1• -_._ .... ·-•-__J. -1' -1·-I ·.t ·--t -•'-• ·•·+ I ... ·-•-,. _....,. __ , -••4• -.... j l ; ...... ..... .,.. ... ~- I ' • . ·, --·---1-.i~ ------__ .,._ -r -----r ·; . ~----;-, .. ..!.... ! .. T ~-;,-. ·r . .. t-· -1---· -• • • -i· : ... • i. s : i i ! : _J _ , ' I \ f • T ! ~ • • ' -----..... --·,· -~.. .,.... I---~-•-l ~-1-. .., -,-!-. ---•-:--,·· --------:----;--t . ._;-.. t ·--·,,.-~ ---... -~. .. .. -~ ··• .. --.i .. ~ -'-_;_. --... ; .. -. -1 ~ -i -: . ·i-i , l-; _i. • -~---~ ..... L. ! ··-· .--· _1 __ -~-· ~ ~-~ ---~--~-+ __ ! -----~ ---t _) •• ,., . -·1· I • 1-_t_ ! ~ .; i -----------·--• ! I I -r - . .. ... ~ -·/ ... I ' .J,. -r I ....... ... ·-.,. ___ ,... -·· - I I , •,·-·--!· I .l •·-;•·-..L-... ~ _, ; _; ---.--: -· . .' ... -{. ' -····• -~- I • --1..---, ..... ,. .... : -l -1--~ -! . ;._ ;. ··; . -t .. ! . . _' ... I . ' ·--1'-- ··-•·••·· 1 .. , •. \._ .•. .... I ...• ,_ - I ,-.-•;--r •-, --.. -•--• •-,--•~---l_ .... _ •,•-,·-' 1 I , • ' i \ •· -·-· · r···· c... ~--, ---·-····i · •--r-~ ·-..... ·----:• -.. -~-+--t·-!_ .,. .... ~--!... - ' ; ' • I ' t ·t· .... --+· ··;····, ··----· J .... i"•·-t· --· 1-·"1· t···,--·1 ·--'··. ··1·· L. L.'. --+ .. +--~-1 • i· -,·-+··-,- ~ .... ---+--------~ ..t, .... • ........... __ _ ? • • 4-j.,... ·--'----·-.. -....... _ .. --~- I T I. ~ ' 1· -l' •• 1-·• _ .. , --•• [ I I .;. -! ... ' --, .. -'-·-·--·- I < '. ---~ .. ! ... ( .. " I'--~-• -··· -j -· I I •.• ~ ... .1 ,?5 nJf:r~,, 'e!nr ,ff,"!fo £npeermJ 3529 Coastview Ct• Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont) Gridline (v 44 % ( 4546 X 0.44 2000 #) 2000 lbs. V = 16 ft. 125 plf OTF I 125 lbs. Gridline © 50 % 4546 X 0.50 2273 #) 2273 lbs V = I 1.5 ft. OTF 1779 lbs. Gridline @ 6 % 4546 X 0.06 273 #) 273 lbs V = 10 ft. 27 plf OTF 245 lbs. ~u JOB 21-635 SHEET NO 1~ OF ___ _ CALCULATED BY PSC DATE 12/23/21 CHECK BY ____ DATE __ _ SCALE MST37 MST37 /~ ~ ,u/'{;,trw&e71,l'D,r 'ef 1n1 Pz't:f o JOB 21-635 SHEET NO 3( OF bfaeermJ CALCULATED BY PSC DATE 12/23/21 ) QIY~\.-,7 CHECK BY DATE 3529 Coastview Ct-Carlsbad, CA 92010 SCALE p,w.tz.~"':;SA.~, Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) Gridline CD 24 % 5953 X 0.24 = 1429 #) 1429 lbs. ~~ & V = 5.27 ft. 271 plf >-~ r ~ <li~r=' OTF -2440 lbs. MST48 Grid line @ so % 5953 X 0.50 2977 #) 2977 lbs. & V ~ 9 ft. 33 1 plf OTF 2977 lbs. MST48 Gridline ~ 26 % 5953 X 0.26 1548 #) 1548 lbs. plf~Lt.url" ~v.., & V = 5.34 ft. 290 OTF 2609 lbs. MST48 ? ru./f:hn.rt:eJtJYut -;rn, .Dz~o bfaeerutJ JOB SHEET NO 1~ CALCULATED BY CHECK BY SCALE 21-635 OF ------PSC DATE 12/23/21 DATE -----------3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis -1st Story Shear Walls N IS E /W Gridlinc Length of Shearwalls Total Wall Ht. Type Gridline Length of Shearwalls Total Wall Ht. Type I\ 3 S 13 9 29 9 s l 3 3 6 9 s D 10 10 9 C 3 7 7 7 20.5 9 s E.5 11 11 9 s 5 3 3 6 9 A F 20 3 23 9 s 5.4 JS 15 9 8 G 10 5 15 9 A 7 11 10.5 9 A H,J 5 5 6 15 9 s 9 1 l 2 9 WS'"' 0 t 10 3 3 6 9 s 0 0 ~ 0 0 0 0 ' l.. -· ·-·t--- • _!_ ~ •• ---l -• ---f-. i • 1-. c. ' -· , : -.... -----. . ~---. .._. , ! ~:-~--. '.~,----~-.:·· _ _:-_®_ , . ·+ ... l -. ·:: .: -,~-~-+~. t __ ::r,· {i-~-:. L1.L~{D~;.· \:·:·~~:-_;:. . --·-t -· . -. --,--- . I I •- -~-r--:~ -~ ~ -. -.. ---~ . ~---;--,-----: • 1--~ -.... r ~ ~/!I' .... ---, • --+ --•---:_ ~ .; -. -t"" -· .. --. -; ·t···-,.-... !... .. i_ ~-··•------- ;-. -'7· ;-~ ---, + ... ' -l -· . . ' . •· ...... _. -·--=-. ◄ ... ~-----,~ ... +· : ! ~. --1" .. ~ .. l __ • -~ ·. _;._ ____ _,l ' . i -I -I ' -· ~-,..•·--'---, ·--· r-.......... '" -.+. -"t • . ...i .... ). -· i-- ' ' ,. ... -J,.. •........ , 1 ·· ! -· ··-----' .. :.__ .., ..... I I I I • i .,.,.:. -I ' ➔-~:--· --- L -t ➔ ·-·--,---· i .... ··; •· !· "" -. t ... ----I-···-, •• '-···' .... -·-i--1 ·--'t I I ' • ~ '--.l I -! I I I • ---•--, .. --+--f i-~ t .. ~--· · ···-·• , .:-... ------~ -;-T , ;---; r- . ··!--•-~---~\· ·: ·· ·r .. ~.~ --··•.•-·~---~-t···~-1 -·1 • -;·· ·r ·t·---..,. · ... ·-.. ---!--. ,_ .. ' -... -;-.. ---1_ -J~ ·--·!----~ ... ~ -~-·--·-........ ~'-----·----...... !---►.-....- • ·1 I --•; l ·7® : .!.~ --.. i·• -~---~ -:-· --~--~-4-l ~-·· ~ -:---•· -:. i--·•t---L ... • .... ...:... ---:··----·-•--i--•. I .. L I ,,. -·: •• ,..; • "'!' 1 ... , ....... , ' ' I I ,... ... ,_..._ •.• .,. -•·•.J•-··-" I I ·--.' -~---·:---.,-. .... -~-:_ .L. -t ----~-. ~ -' ' ' ' ·-•·• -.... ,.. --i ;-..... Ji$> ~ ,u/f;',t~.rt,h "J'n, .ffu,J" JOB 21-635 SHEET NO '\] OF bfaeerutJ CALCULATED BY PSC DATE 12/23/21 ,"f'I'L,.n CHECK BY DATE L . 3529 Coastview Ct -Carlsbad, CA 92010 SCALE p,.:JA, Uri,u,,.""" $,-r>w,, z:-,;~ Telephone (760) 207-1885-Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis (cont.) Gridline ~ 14 % ( 12896 X 0.14 = 1805 #) 1805 lbs. + 1391 & V = 29 ft. 110 plf ~L~f \~~VF OTF 992 lbs. HDU2 Gridline G 19 % ( 12896 X 0.19 2450 #) 2450 lbs. + 2882 ~ V = 10 ft. 533 plf Off 47'99 tbs. 1 HDU5 Gridline © 7 % ( 12896 X 0.07 903 #) 903 lbs. + 173 & V = 11 ft. 98 plf OTF 880 lbs. HDU2 Gridline G 19 % ( 12896 X 0.19 2450 #) 2450 lbs. + 0 plf "l tvt \b\ 1F & V = 23 ft. 107 OTF 959 lbs. HDU2 Gridline G 28 % ( 12896 X 0.28 3611 # ) 3611 lbs. + 0 B V = 15 ft. 241 plf OTF 2166 lbs. HDU2 ~ ,uf f:',frz:r&e.nJ'O.n ';Jilli .ffz'!f" bfaeeru,J 3529 Coastview Ct• Carlsbad, CA 92010 Telephone (760) 207-1885 • Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis (coot.) Gridline ® 13 % ( ]2896 X 0.13 1676 #) 1676 lbs. + 0 V = 15 ft. 112 plf OTF 1006 lbs. JOB SHEET NO 21-635 OF --------CALCULATED BY PSC DATE 12/23/21 CHECK BY DATE __ _ SCALE & I HDU2 ~ ,uf '{;,trl.,ce.11.ro.11 &nt .t:fl'!f" JOB 21-635 "'l:1>~ SHEET NO l\ OF ) "!~. hfaeemJ CALCULATED BY PSC DATE 12/23/21 r,,. 1J 1 -7 CHECK BY DATE 1· ~~. 3529 Coastview Ct -Carlsbad, CA 92010 SCALE • -· P1u1l f:;:!:::t::; ~ ~r Telephone (760) 207-1885-Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analvsis ( cont.) Gridline Q) 6 % 9464 X 0.06 = 568 #) 568 lbs. + 332 plr,.(fu~ 2.,1.l° ?If & V = 6 ft. 150 OTF 1350 lbs. HDU2 Gridline 0 12 % 9464 X 0.12 1136 #) 1136 lbs. + 1222 & V = 20.5 ft. 115 plf OTF' /035 lbs. HDU2 Gridline Q 12 % 9464 X 0.12 = 1136 #) 1136 lbs. + 0 plf -c Li~ 2f,'\ fF ffi V = 6 ft. 189 OTF 1704 lbs. HDU2 Gridline 0 28 % ( 9464 X 0.28 2650 #) 2650 lbs. + 2934 ~ V = 15 ft. 372 plf OTF 3350 lbs. HDU4 Gridline Q 25 % 9464 X 0.25 2366 #) 2366 lbs. + 0 ~ V = 10.5 ft. 225 plf OTF 2028 lbs. • HDU2 :JS trUfT;/i'risten1Cn ~an Die..,o bfaeennJ 3529 Coastview Ct-Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis (cont.) Gridlin~ 0 25 % 9464 X 0.25 2366 #) 2366 lbs. + 1591 V = 2 ft. 1979 plf Gridline G 5 % 9464 X 0.05 473 #) 473 lbs. +-0 V = 6 ft. OTF 710 lbs. JOB 21-635 SHEET NO ~O OF ___ _ CALCULATED BY PSC DATE 12/23/21 CHECK BY ____ DATE __ _ SCALE ffi l2-) WSV\t \t .. , L(t;. '\\ ·'ti) HDU2 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd .. Pleasanton, CA 94588. www.strongtie.com Job Name: Wardak WaJJ Name: Wall Llne 9 Application: Standard Wall on Concrete Design Criteria: • 2018 International Bldg Code • Wind • 2500 psi concrete * ASD Design Shear= 3957 lbs • Nominal wall height = 9 ft Selected Strong-Wall® Panel Solution: Model Type w (in) WSWH18x9 Wood 18 WSWH18x9 Wood 18 Actual Shear & Drift Distribution: Notes: Model WSWH18x9 WSWH18x9 RR •••• Actual Relative Shear Rigidity (lbs) 0.50 1978 0.50 1978 . --··· -. -~· H T (in) (in) 105.25 3.5 105.25 · 3.5 Allowable Shear (lbs) s 3280 OK s 3280 OK SIMPSON Strong-Tie ·--•--. ~ ... End Total Axial Actual Sill Anchor Load U~lift Anchor Bolts (lbs) .. (I. s) _ N/A 2 • 1" 2500 15409 lb NIA 2 -1" 2500 15409 lb Ac£ual ,-, •· Actual Drift Allow Drift Limit Shear (in) (in) . 0.60 0.36 0.60 0.60 0.36 ' 0.60 1. Strong-Wall High-Strength Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. 3. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided by two. 4. Panels may be trimmed to a minimum height of 74½". Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800.999-5099. Page 1 of 3 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com -------------------·---- Job Name: Wardak Wall Name: Wall Line 9 Application: Standard Wall on Concrete Design Criteria: • Slab on grade -Slab edge • 2018 International Bldg Code • Wind • 2500 psi concrete Anchor Solution Details: Slab-on-Grade Installation , WSWH-A L __ _ 6½' r-- H I -Shear reinforcement ,I per detail when required I I I SIMPSON Strong-Tie l r------------·' -------,--,----,---,-:----t t d, *-~!----'- 1 I I I I I I I I l '/2W I w I I I -i .t : , : YzW s· min. i.-v,w-J.-'/2W L ------~---.i ' ' I I I I ~½W~B*~w~---'~ • Slab-0n-Grade Section View Perspective View Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: l I Model w de B Anchor Bolt S\reny\h I l Model w de B Plnchor Bolt l I I , -·· -· ·-·-· ! WSWH 18x9 32 11 14 : WSWH-AB Standard i ,- ! WSWH18x9 28 10 14 WSWH-AB I I. ··-.. --·· ~ -'----·; -··· i .... -- Notes: 1. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. 2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A 193 Grade B7). 3. Wind includes Seismic Design Category A and B and detached 1 and 2 family dwellings in SDC C. 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. S\ren~ I -·-· ---·~ Standard I ---_j Page 2 of 3 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com 1,m., ------~---• V.'SW!l·A8 13 hll""" orldt 60 robat (m,n) Fttid tie ano sec1irt durio,g conc,111 ~ Ow9nai, v.u'WIS. W'ilh bolt qi.ting. WSWl+M l'olit Aetdtiearodsec:ure dunno omctl!tl p-l Hairpin Shear Reinfo,-,,.nt 13 hlolll"1 (13 tie "'11111), I ne ~ tot rt,QI.Nreo ouantry 1W~O Hal,pin Installation f(w"""r>J/t)sh<>.m, o,t,,,,footrQ,n,o,w,o,j Shear Anchorage Solutions --· -....... _...., _...., --!kl ---------.. , -OLl WSWH12 101/, (llf311o 6 SoeW.07 'l.s'M118 15 (2)13halfllll10"' (1 l •3 Nflll1 6 O,adt 60 ,etiar(mlA.) Tie Shear Reinfo,.,..,_t -· A.111 .......... '--'".-.i' --1,(8) 770 ~n,intora,'""11adl"""1M1111U11 --mlaflhe WS'Mi2◄ ,g (2)1'.llal)>N' 12)t3 hadpno' Slrar'!J·Wall" -l. ~ ~ ~ oor1tmt IO~ 3,a,14 Ol«JJer 17 ¥10 ACt J \&-11 Wld lt!SM'TIC ~) 2,5(X) p; C<7)Cn!'la. 2. 9--rtiWlbalrneff is t'lOf l'GC)Jr'IW'I ft:lr f"(lrb' nn:1-=>n ~ (Par.et httaled ~ flotffl 9008 °' cxru::reteJ, <Y Draceo 'lll'NI ,_... BQJiCMcnt 3. $Qsrnic ir"ocat8' ae1srniC Cl9eV'I c:ategory C ltv'Ougtl f Oetochoo on,e. a"'IO' lVtK,-lamity ~ vt SOC C ~• ~ \W1d WlChofago d.~ Seienic: llt\8ilf ~~c:ontorf'tto/ll0.31S•14,18Ct1o'l 17.2.3.6.3anoN:J31&-11 MCOOn0.3~U5 4. WnJ ~ MiJmic 08i91 celegOtyA and Band d9bChed one,-Jt'(f two-<,,.,,.,.dW91r'O' ri SOC C. f.-...ilios""Yb0""1-...... _...,, ... _ ... ......,,...,,~--P"'_.., e. U..(1)"3.,.,,,..t><W8"''18......, __ ..,.,,..,,suooo. 7 u..111,:i,,..,.WS\',H,2--<1,og,-m:. ______ lood. e No. • g.:1e 40 .,._. ~ mey t>e ~ tor WSWti lhNf' anc::t,o,age ~ 9. Q;rve&ecige~lor.W"Ch:>us.nUIIOOflVVwltlACl31&-I• &BCtk)n 17.7.2andACl318-l1 seclO'I0.82 10 ll",e~fnl!l\.·apecif\r-•NMlhelWrd'o-,oe SIMPSON Strong-Tie STRONG-WALL <ID WSWH SHEAR ANCHORAGE SCHEDULE AND DETAILS Page 3 of 3 t?5 ,u/f;,t,n'.rte.11.ro.11 'ef mt 251~0 bfaeemrJ JOB 21-635 "\ 'i, OF_i_j.____ PSC DATE 12/23/2 I DATE SHEET NO CALCULATED BY CHECK BY SCALE ---------3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 plf width = ~ plf l 500 psf ASBP = 1500 psf 0.75 ft (MTN.) => 9 INCHES (MTN.) USE 15 " WIDE CONTTN. FTG WI 2 -# 4 TOP AND BOTTOM & EMBED. 18 " INTO UNDISTURBED SOJL (MIN.) 6.2 MAX POINT LOAD ON FOOTING Pall = I 500 * _!2.. * ~ 12 12 P 311 = 7500 lbs I , 6.3 PAD DESIGN PAD SIZE LOAD Pf 24 "SQUARE x 12 "THK Pmax = 1500 • WI 3 -# 4 EACH WAY p = max 6000 lbs P2 32 ti SQUAREx 12 "THK p = max 1500 • WI 4 -# 4 EACH WAY P max = I 0667 lbs P3 36 "SQUAREx 12 "THK Pmax = 1500 * WI 4 -# 4 EACH WAY Pmax = 13500 lbs P4 42 ti SQUAREx 12 "THK Pmax = 1500 * WI 5 -# 4 EACH WAY Pmax = 18375 lbs 2 J 3 2 3 2 4 2 Re: 13101-22 MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal : R69953888 thru R69953904 My license renewal date for the state of California is June 30, 2022. March 7,2022 Baxter, David IMPORT ANT 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 ANSlff Pl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSlffPl 1, Chapter 2. <D 0 0 q N N 0 N u a.. w ON _J G::' ON 0 00 ~ LL CJ) CJ) 0 ('I') N oN N-[i::'N ~ LDN CJ) <D -::) 0~ ,-... 0 0 L{)"-f" (D O <t: U')_ <t: 0 0 s 'y_-w N -0 I 0 w o 0 0 <t: <{ LL tu >-0 0 ~ 0 (') f--0:: z CJ) LL - 0 CJ) ~ W z ~ x >~'<tW <(LL OQ CJ) 0 f-- w ,:::. <l:_o Z NO 0 N z <t: --w -0.. ::;.::-0:: ~ LO <t: w 0 0 CJ) <t: ~ 0:: J 0:: M -:t:~ o <i: ~ I G CD 0 0 0 I N N 0 N (.) a. Job Truss 1310i-22 T01 Mission Truss. Lakeside, CA-92040, f -1-0-0 , 5-0-12 1-0-0 5-0-12 Truss Type Common 10-1-8 5-0-12 Qty Ply R69953888 3 Job Reference (optionaQ 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 4 10:40:05 2022 Page 1 ID:swXB0h2tygEclMWJn2vbb3zWLp9-4Q?KVmb1PUFXFliRNWlwtpl1 Po0BuLat2?CMK4zeKEO 15-2-4 20-3-0 +-21-3-0 5-0-12 5-0-12 1-0-0 Scale = 1 36.0 4 00 ~ "' 17 2 16 "' '71 '1 0 3x8 6-9-0 6-9-0 Plate Offsets (X,Y)-(9:0-4-0,0-3-0) LOADING (psf) SPACING- TCLL 20.0 Plate Grip DOL TCDL 21.0 Lumber DOL BCLL 0.0 Rep Stress Iner 12 2x4 3 -- 2-0-0 1.25 1.25 YES BCDL 10.0 Code IBC2018/TPI2014 19 18 + --+- d. 9 Sx8 + CSI. TC 0.57 BC 0.40 WB 0.28 Matrix-MS 4x8 20 21 + 8 3x4 1~-0 6-9-0 DEFL. in (loc) I/defl Vert(LL) -0.07 8-9 >999 Vert(CT) -0.32 8-9 >763 Horz(CT) 0.08 6 n/a Ud 240 180 n/a 2x4 5 22 20-3-0 6-9-0 PLATES MT20 Weight: 78 lb 23 6 ' ◄ 3x8 GRIP 220/195 FT= 20% LUMBER TOP CHORD BOT CHORD \NEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G BRACING• TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-10-14 oc pur1ins. Rigid ceiling direcily applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=-32(LC 10) Max Grav 2=1119(LC 1), 6=1119(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3~2509/0, 3-4=-2182/0, 4-5~2182/0, 5-6~2509/0 BOT CHORD 2-9=0/2354, 8-9=0/1540, 6-8=0/2354 \NEBS 4-8=0/682, 5-8=-512/72, 4-9=0/682, 3-9=-512/72 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=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-0-9 to 2-7-4, lnterior(1) 2-7-4 to 10-1-8, Exterior(2R) 10-1-8 to 13-9-5, lnterior(1) 13-9-5 to 21-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 3-6-0 tall by 2-0-0 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) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. £ WARNING -Verify des,gn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7◄73 rev 5119/2020 BEFORE USE Design vahd for use only 'With MiTek® connectors. This design is based only upon parameters shO\Yl'l, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and proper1y incorporate this design into the overall building design Bracing indicated is to preven1 buckling of individual truss web and/or chord members only. Additional temporary and permanen1 bracing Is always required for stabihty and to prevent collapse with possible personal inJury and property damage For general guidance regarding the fabncallon, storage, delivery, erection and bracll'lg of trusses and tNss systems, see ANSVTPl1 Quality Crherla, DSB-19 and SCSI Bulldlng Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Wakforf, MO 20601 March 7,2022 1111· Milek· MiTek USA, Inc. 400 Sunnse Avenue, Suite 270 Roseville. CA 95661 7 "' ;;; 6 Job Truss 1310i-22 T018 Mission Truss, Lakeside, CA -92040, -1-0-0 , 3-6-7 ~ 1-0-0 3-6-7 Truss Type Cal~omia Girder 7-5-0 7111-11 3-10-9 0-8-11 Qty Ply R69953889 2 ~ Job Referen~tional) 8.530 s Dec 6 2021 Milek Industries, Inc. Fri Mar 4 10:40:06 2022 Page 1 I D:swXB0h2IygEclMWJn2vbb3zWLp9-Y dZjj6ctAoNOsvHexDA9P 11 FxCLXdrW1 HfxvtXzeKEN 10-1-8 2-1-13 ~~--.-1 12-3-5 12-10-0 16-8-9 +--20-3-0 2-1-13 0-8-11 3-10-9 3-8-7 Scale= 1 36 o 6x8 2x4 6x8 400 12 4 J 23 --5 -• 24 6 22 25 3x4 3x4 ~ 3 7 "f 26 "' 21 .,...-r· ·r ,;, ~ 2 20 S 27 "' -l--.IL '71 -... ~ ,.__,_ 6 ,,.. ~ L -13 12 3x8 Sx8 3x4 3-6-7 7-5-0 3-6-7 3-10-9 Plate Offsets lX,Y)-[4:0-4-0,0-1-12], [6:0-4-0,0-1-12], [13:0-4-0,0-3-0] LOADING TCLL TCDL BCLL BCDL (psf) 20.0 21.0 0.0 10.0 SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner NO Code IBC2018/TPI2014 CSI. TC 0.33 BC 0.46 WB 0.11 Matrix-MS 10-1-8 2-8-8 11 3x8 DEFL. Vert(LL) Vert(CT) Horz(CT) 12-10-0 2-8-8 in -0.09 -0.37 0.11 10 3x4 (loc) 11 11 8 I/defl >999 >655 n/a 16-8-9 3-10-9 Ud 240 180 n/a 9 2x4 PLATES MT20 20-3-0 3-8-7 3x8 GRIP 220/195 Weight: 178 lb FT= 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 OF No. 1 &Btr G 2X4 DF No.1 &Btr G 2X4 OF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc pur1ins, except 2-0-0 oc pur1ins (5-11-4 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 8=0-3-8, 2=0-3-8 Max Horz 2=24(LC 7) Max Grav 8=2201(LC 1), 2=2291(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5993/0, 3-4=-5777/0, 4-5=-5782/0, 5-8=-5782/0, 6-7~5781/0, 7-8=-6024/0 BOT CHORD 2-13=0/5657. 12-13=0/5657, 11-12=0/5500, 10-11 =0/5503, 9-10=0/5688, 8-9=0/5688 WEBS 3-12=-373/34, 4-12=0/357, 4-11=0/518, 5-11=-629/54, 6-11=0/516, 6-10=0/360, 7-1 0=-387 /25 NOTES- 1) 2-ply truss to be connected together with 1 0d (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. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (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=8.4psf: BCDL=6.0psf; h=25ft; 8=4511; L=37ft; eave=5ft; Cat. II; Exp 8; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=l .25 plate grip DOL=l .25 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 3-6-0 tall by 2-0-0 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. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 0) 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) Girder carries hip end with 7-6-12 end setback. 12) Graphical pur1in representation does not depict the size or the orientation of the pur1in along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 693 lb down and 63 lb up at 12-8-4, and 693 lb down and 63 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard £WARNING · Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE Design vahd for use onty with Milek® connectors. This design is based onfy' upon parameters shown, and is for an mdividu•I building component, not a truss system. Before use, the building designer must verify the applicability of design parame1ers and proper1y incorporate this design into 1he overall building design Bracing indicated is to prevenl buckling of individual truss web and/or chord members only. Additional lemporary and permanenl bracing is always required for stabihty and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncaoon, slorage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qu•lity Crlt•rl•, DSB-19 •nd SCSI Bulldlng Component Safety lnfo""ation avaitable from Truss Plate lnslllute, 2670 Cr•in Highway, Suite 203 Waldorf, MO 20601 March 7,2022 NII. Milek' MiTek USA, Inc. •oo Sunnse Avenue Suite 270 Roseville, CA 95661 "f 'I' N ~ ~ Job 13101'-22 Truss T01B Truss Type California Girder Qty 1 ..J.. Ply R69953889 ~ 2 . Job Reference ~tio~ Mission Truss. Lakeside, CA -92040, 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 4 10:40:06 2022 Page 2 ID: swXB0h21ygEclMWJn2vbb3zWLp9-YdZjj6cf AoNOsvHexDA9P 11 FxCLXd rVl/1 HfxvtXzeKEN LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-82, 4-6=-190, 6-8=-82, 14-17=-46(F~26) Concentrated Loads (lb) Vert: 4=-627 6=-627 A WARNING -Venty des,gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE Design valid ror use onty with MiTek® connectors. This design is based onty upon parameters shOYm, and is for an individual building component, not a truss system Before use, the building designer musl verify the applicability of design parameters and proper1y incorporate this design into the overall building design. Bractng indicated is to prevent buckltng of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabrhty and to prevent collapse with possible personal injury and property damage For general gutdance regarding the fabnclltton, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Qu•llty Crlt•rf•, OSS·U and SCSI Bulldlng Component Safety Information ava~ab4e from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Nii' Milek· Milek USA, Inc ◄00 Sunnse Avenue, Suite 270 RoseV1lle .. CA 95661 Job 13101°-22 Truss T01GE Mission Truss. Lakeside, CA -92040, -1-0-0 5-10-6 1-0-0 5-10-6 ~Truss Type GABLE + 10-11-0 5-0-10 Qty Ply R69953890 Job Reference ~tion~ 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 4 10:40:08 2022 Page 1 ID:swXB0h2IygEclMWJn2vbb3zVVl.p9-U?gT8odviPd66CQ02eDdUSNZj?5J5kCKkzQ0xPzeKEL l--15-11-10 21-10-0 .22-10-0 5-0-10 5-10-6 1-0-0 Scale = 1398 4x8 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x4 4x12 36 19 3x4 37 4 00 12 18 7-6-9 7-6-9 17 39 38 ,. ' 16 15 3x4 Plate Offsets (_Xifl:-[2:0-4-8,0-2-0], [4:0-2-0,0-0-8]. [4:0-2-0,0-0-8], [6:0-4-8,0-2-0] LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCDL 21.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 Rep Stress Iner YES WB 0.16 BCDL 10.0 Code IBC2018/TPI2014 Matrix-S 14 13 14-3-7 6-8-13 DEFL. Vert(LL) Vert(CT) Horz(CT) 40 ., 12 11 in (loc) 0.00 6 0.03 7 0.00 6 41 I "1 .. L 10 3x4 I/deft n/r n/r n/a Ud 120 120 n/a 5 3x4 ;.-~ 42 43 4x12 6 --.. ' 8 21-10-0 7-6-9 PLATES GRIP MT20 220/195 Weight: 136 lb FT= 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.1&BtrG 2X4 OF No.1&BtrG 2X4 OF Stud/Std G 2X4 OF Stud/Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb) - All bearings 21-10-0. Max Horz 2=31(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 17, 11, 9, 6 Max Grav All reactions 250 lb or less at joint(s) 18, 16, 14, 13, 12, 11, 9, 8 except 2=446(LC 31 ), 15=657(LC 1), 10=694(LC 1), 6=435(LC 35) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-3/306, 4-5=-4/305 WEBS 3-15=-556/85, 4-15=-360/33, 4-10=-359/33, 5-10=-552/85 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) \/Vind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-0-9 to 2-7-4, lnterior(1) 2-7-4 to 10-11-0, Exterior(2R) 10-11-0 to 14-6-13, lnterior(1) 14-6-13 to 22-10-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndus1ry 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 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 2, 15, 17, 11, 9, 6. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 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) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.Sx4 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. £ WARNING· Venfy design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE Design vahd for use onty with Milek® connectors This design is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, !he building designer must verify the applicability of design parameters and proper1y incorporate this design into the overall building design Bracing indicated is to prevenl buckhng of individual truss web and/or chord members only. Additlonal temparary and permanent bracing is atways required for stability and to prevent collapse w,th passible personal WIJury and property damage For general guidance regarding the fabncabon. storage, dehvery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qu•lity Crlt•rl•, DSB•t9 •nd SCSI Building Compon•nt S•,.ty lnform•tion avallabJe from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 March 7,2022 Milek USA, Inc. •oo Sunnse Avenue, Suite 270 Rosev,lle~ CA 95661 "' 2 Truss Qty Ply Job 13101'-22 T02 Truss Type Half Hip Girder R69953891 2 _Job Reference {optional)_ Mission Truss, Lakeside, CA -92040, 4-1-4 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 4 10:40:09 2022 Page 1 ID:swXB0h21ygEdMWJn2vbb3zWLp9-yBErl8eYTjlzjM?CcMks1fwiJPHKq82TzdAaUrzeKEK 4-1-4 8-2-8 4-1-4 12-3-12 _,_ 15-4-10 ...._ 18-2-0 ~ 3~ 2-~ 3x10 14 3x10 15 3x6 L. 11 3x8 4.00 12 16 4x8 10 7x10 17 4-1-4 8-2-8 12-3-12 4-1-4 4-1-4 4-1-4 Plate Offsets (X,Y)-[1:0-9-12,0-3-0], [4:0-5-4,0-2-8]. [6:0-3-8,Edge], [9:0-3-8,0-4-0], [10:0-3-8,0-4-4] LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 21 .0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Iner NO BCDL 10.0 Code IBC2018/TP12014 CSI. TC 0.64 BC 0.77 \/VB 0.38 Matrix-MS DEFL. Vert(LL) Vert(CT) Horz(CT) 5x8 4 18 ft 1-:.. 9 7x10 in (loc) 1/defl -0.11 10-11 >999 -0.46 10-11 >467 0.09 7 n/a Scale = 1 ·30 2 2x4 7x10 19 " 1 5 . 20 ·6 •• .L,.._ ,.,. J , ,. '+ 8 7x10 4x8 15-4-10 18-2-0 3-0-14 2-9-6 Ud PLATES GRIP 240 MT20 220/195 180 n/a Weight: 215 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X6 OF SS G 2X4 OF No.1&BtrG BRACING• TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-3-8, 7=0-3-8 Max Horz 1=101 (LC 5) Max Grav 1=5403(LC 1), 7=5403(LC 1) FORCES. (lb)• Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-13213/0, 2-3=-9746/0, 3-4=-5520/0, 4-5=-3052/0, 5-6=-3052/0, 6-7=-4763/0 BOT CHORD 1·11=0/12514, 10-11=0/12514, 9-10=0/9220, 8-9=0/5340 WEBS 2-11 =0/1968, 2-10=-3578/0, 3-10=013537, 3-9=-477810, 4-9=014479, 4-8=-3790/0, 5-8=-334129, 6-8=0/5538 NOTES- 1) 2-ply truss to be connected together with 1 0d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 • 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 • 2 rows staggered at 0-9-0 oc. Webs 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 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=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1 .25 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi 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 3-6-0 tall by 2-0-0 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. 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) Girder carries tie-in span(s): 22-0-0 from 0-0-0 to 18-2-0 12) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. LOAD CASE($) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 A WARNING -Venty des,gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIi-7473 rev 5119/2020 BEFORE USE Design valid for use onty W'ith Milek® connectors. This design is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and proper1y incorporate this design into the overall building de11gn Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bfacmg of trusses and truss systems, see ANSVTP/1 Qu•llty Crlt•rl•, DSB-19 •nd SCSI Bulldlng Component S•fety lnform•tlon ava~abte from Truss Plate lnstJtule, 2670 Crain Highway, Su1le 203 Waldorf, MO 20601 March 7 ,2022 Nii Milek· MiTek USA, Inc 400 Sunnse Avenue, Suite 270 Roseville_. CA 95661 Job 13101-22 Truss T02 Truss Type Half Hip Girder ~Qty Ply R69953891 2 . Job Reference {Qptional) Mission Truss, Lakeside, CA -92040, 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 4 10:40:09 2022 Page 2 ID:swXB0h21ygEclMWJn2vbb3zWLp9-yBErL8eYTjlzjM?CcMks1fwiJPHKq82TzdAaUrzeKEK LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-82, 4-6=-82, 1-7=-523(F=-503) A WARNING -Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual tnJH web and/or chord members onty. Additional temporary and permanent bracing is atways required for stabiity and to prevent collapse wtth possible personal injury and property damage For general guidance regarding the fabncatJon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qu•llty Crlt.•rl•, DSB-19 •nd SCSI Building Component S•fety lnform•tion ava~abte from Truss Plate lnslltute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Nii Milek· MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 RoseV1lle .. CA 95661 Job Truss Truss Type Common Qty Ply R69953896 Job Reference {!>ptio_D!IL Mission Truss, T03D Lakeside, CA -92040, 5-7-11 5-7-11 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 4 10:40:14 2022 Page 1 ID:swXB0h21ygEclMWJn2vbb3zWLp9-J92kOriglFNFq7uAPvK1 kjdZHQ3IVF5C6\/IK93zeKEF 13 14 3x8 7-1-3 7-1-3 Plate Offsets (X,Y)-[8:0-4-Q,0-3-0J LOADING (psf) SPACING- TCLL 20.0 Plate Grip DOL TCDL 21.0 Lumber DOL BCLL 0.0 Rep Stress Iner 2x4 2 2-0-0 1.25 1.25 YES 11-3-7 5-7-11 4.00 12 'f± 8 SxB 15 CSI. TC 0.56 BC 0.53 WB 0.96 3x6 3 14-2-5 7-1-3 DEFL. Vert(LL) Vert(CT) Horz(CT) 16-11-2 -t 21-3-8 I 5-7-11 4-4-6 4x12 Scale= 137 8 4 18 19 17 16 21 22 4x8 6 3x6 21-3-8 7-1-3 in (loc) I/defl Ud PLATES GRIP -0.09 8-11 >999 240 MT20 220/195 -0.32 8-11 >794 180 0.07 6 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS Weight: 99 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Bir G 2X4 DF No.1 &Bir G 2X4 OF Stud/Std G BRACING TOP CHORD Structural wood sheathing directiy applied or 3-8-8 oc purl ins, except end verticals. BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing. REACTIONS. (size) 1 =0-3-8, 6=Mechanical MaxHorz 1=117(LC 11) Max Grav 1=1146(LC 17), 6=1164(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2~2738/0, 2-3=-2480/0, 3-4=-1268/35, 5-6=-336/54 BOT CHORD 1-8-1/2603, 7-8~55/1661, 6-7=-47/709 WEBS 2-8~500/61, 3-8=0/889, 3-7=-841/54, 4-7=0/1048, 4-6~1124/37 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=8.4psf; BCDL=6.0psf; h=25ft; 8=4511; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Ex1erior(2E) 0-0-0 to 3-7-13, lnterior(1) 3-7-13 to 16-11-2, Ex1erior(2R) 16-11-2 to 20-6-15, lnterior(1) 20-6-15 to 21-1-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 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. A WARNING• Venty des,gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE Design vahd for use only with MiTek® connectors This design is based only upon parameters sho-wn, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stabM1ty and to prevent collapse with possible personal injury and property damage For general gutdance regarding the fabncauon, storage, deivery, erection and bracing oftruues and truss systems, see ANSVTP/1 Qu•llty Crlt•rl•, DSB-19 •nd SCSI Bui/ding Component S•fety lnform•tion avarlable trom Truss Plate lnstJtute, 2670 Crain Highway, Suite 203 Wak,orf, MO 20601 March 7,2022 Nii' Milek' Milek USA, Inc ◄00 Sunnse Avenue, Suite 270 Roseville, CA 95661 Job 13101-22 Truss T03GE Truss Type GABLE Qty Ply R69953897 Job Reference ~tional) Mission Truss, Lakeside, CA -92040, 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 4 10:40:16 2022 Page 1 ID:swXB0h21ygEclMWJn2vbb3zWLp9-FY9UpXjxqsez3R2ZWKMVp8jwiEqKzMNaDMRDxzeKED , -1--0--0 I 5-5-8 1--0--0 5~-8 10-11--0 5-5-8 + 16-1-4 + 21-3-8 5-2-4 5-2-4 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4 00 12 34 3x4 4x8 33 ., 2 ;> Scale= 1 37.3 4x8 35 36 37 38 6 ";'1 M ,...!.-¼ 0 -~~ ~ ~ ~~..-• .....:L,._~--..-..-~~--------..-----• ------~ • • r-~~• ---... ~-~---¥--• • -• • -•-• .......,..----•-~-• -•.-0--~-~ -...... ...::.....- 3x4 18 3x4 7-1-3 7-1-3 17 16 3x4 15 Plate Offsets (X,Y)-[2:0-1-~0-2-0], [2:0-4-0,Edge], [4:0-2-0,0-0-4], [4:0-2-0,0-0-8] LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCDL 21.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 Rep Stress Iner YES \/VB 0.19 BCDL 10.0 Code IBC2018/TPl2014 Matrix-S 14 13 14-2-5 7-1-3 DEFL. Vert(LL) Vert(CD Horz(CT) 12 in (loc) 0.00 1 0.04 0.01 6 11 10 3x4 1/defl n/r n/r n/a 9 3x4 21-3-8 7-1-3 Ud PLATES GRIP 120 MT20 220/195 120 n/a Weight: 134 lb FT= 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4 DF No.1 &Btr G 2X4 DF No.1&BtrG 2X4 DF Stud/Std G 2X4 DF Stud/Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb) - All bearings 21-3-8. Max Herz 2=32(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 16, 1 O, 8 Max Grav All reactions 250 lb or less atjoint(s) 17, 15, 14, 13, 12, 11, 9, 8, 7 except 6=362(LC 35), 2=457(LC 31 ), 16=582(LC 1), 10=633(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-265/50, 3-4=-25/300, 4-5=-16/283, 5-6=-263/53 WEBS 3-16=-573/137, 4-16=-386/71 , 4-10=-393/72, 5-10=-536/133 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=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comerp E) -1-0-9 to 2-7-4, Exterior(2N) 2-7-4 to 10-11-0, Corner(3R) 10-11-0 to 14-6-13, Exterior(2N) 14-6-13 to 20-8-5 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 qual~ied 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 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 16, 1 O, 8. 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) No notches allowed in overhang and 10000 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. A WARNING -Venfy des,gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7•73 rev 5119/2020 BEFORE USE Design vahd for use only with MiTek* connectors. This design is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building destgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is atw-ays required for st11bif1ty and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, de~very, erection and bracWlg of trusses and truss systems, see ANSVTPf1 Qu•lity Crft.•rl•. DSB~H and BCSf Bui/ding Component Safety lnfo""•tion available from Truss Plate Institute, 2670 Cram Highway, Suite 203 Waldorf, MO 20601 March 7,2022 NII Milek· MiTek USA, Inc 400 Sunnse Avenue, Suite 270 Rosel/Ille, CA 95661 Job 13101-22 Truss T05A Truss Type COMMON Qty 7 Ply R69953899 Job Reference (optional} Mission Truss, Lakeside, CA • 92040, 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 4 10:40:20 2022 Page 1 I D:swXB0h21ygEclMWJ n2vbb3zWLp9-8JP?fvm Rt58PY2LKl9Q R _ tZbr1 F v1 s5VqKfMjzeKE9 5-7-11 5-7-11 11-3-7 5-7-11 14-5-2 -4-16-11·2-1-19-Sl---+--22-6-13 28-2-9 -' 33-10-4 3-1-11 2-6-0 2-6-0 3-1-11 5-7-11 5-7-11 20 4x12 Plate Offsets (X, Y)- LOADING (psf) TCLL 20.0 TCDL 21.0 BCLL 0.0 BCDL 10.0 8-5-9 8-5-9 2x4 2 4.00 12 23 13 3x4 3x6 3 .,.-: 14-5-2 5-11-9 3x8 4 -+- 12 26 .,. __ 3x6 7x14 M18SHS 16-11-2 2-6-0 [1 :0-0-3,Edge], [5:0-2-0,EdgeL__[!l:Cl:0·3,Edge], [11 :0-2-12,0-2-0] SPACING-2-0-0 CSL Plate Grip DOL 1.25 TC 0.70 Lumber DOL 1.25 BC 0.88 Rep Stress Iner YES WB 0.69 Code IBC2018/TP12014 Matrix-MS 3x4 27 .z 3x6 3x8 6 -l ±-, 11 3x6 7 ,..,._ 4x12 19-5-2 25-4-11 ~~2-6-0 5-11-9 OEFL. in (toe) 1/defl Vert(LL) -0.35 12-13 >999 Vert(CT) -1.19 12-13 >343 Horz(CT) 0.28 9 n/a Scale= 1 57 0 30 2x4 8 ~-3132 4- 10 3x4 4x12 + 33-10-4 8-5-9 Ud PLATES GRIP 240 MT20 220/195 180 M18SHS 220/195 n/a Weight: 154 lb FT = 20% LUMBER· TOP CHORD BOT CHORD WEBS 2X4 OF No. 1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-5-4 oc pu~ins. Rigid ceiling direcUy applied or 10-0-0 oc bracing. REACTIONS. (size) 1 =0-3-8, 9=0-3-8 Max Herz 1 =48(LC 11) Max Grav 1=1958(LC 19), 9=1958(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1·2=-5221/0, 2-3=-4784/0, 3-4=-3878/0, 4-5=-649/41, 5-6=-671/36, 6-7=-3845/0, BOT CHORD WEBS NOTES- 7-8=-4759/0, 8-9=-5212/0 1-13=0/4928, 12-13=0/4124, 11-12=0/3614, 10-11=0/4057, 9-10=0/4923 7-11 =-836/28, 7-10=0/698, 8-10=-616/70, 3-12=-902/17, 3-13=0/641, 2-13=-599/73, 4-12=0/1067, 6-11=0/867, 4-6=-3181/0 1) Unbalanced roof live toads have been considered for this design. 1 Row at midpt 4-6 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-7-13, lnterior(1) 3-7-13 to 16-11-2, Exterior(2R) 16-11-2 to 20-6-15, lnterior(1) 20-6-15 to 33-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.25 plate grip DOL=1.25 3) 200.0lb AC unit load placed on the bottom chord, 16-11-2 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members, with BCDL = 1 0.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 9) This truss has been designed for a moving concentrated toad of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. A WARNING• Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE Design vahd for use only with MiTek® connectors. This design is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braclOg is always required for stabihty and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon, storage, delivery. erection and bracing of trusses and truss systems. see ANSVTPl1 Quality Crlt•rla, DSB-U and SCSI Sulldlnr, Component Safety tnformatlon available from Truss f>lale lnstllute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 March 7,2022 Mii" Milek· Milek USA, Inc '400 Sunnse Avenue, Suite 270 Rosev,lfe_. CA 95661 Symbols PLATE LOCATION AND ORIENT A TION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-~, •• from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 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-1 311, ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1 397, 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 --1111· 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 SCSI. 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. property owner and all other interested parties. 5. Cut members to bear tighUy 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 ANSI/TPI 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 pur1ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21. The design does not take into account any dynamic or other loads other than those expressly stated. rTI IL 0 T" I T" T" I M T" 0 0 I 0 T" I T" N 20-03-00 TO1GE §: 0 I- N°' / "- C V .... / ~1~,N~ hB V V V v v "' Z / "-~ I/ "' ro2 "' TO (3) (J □ r{ Q ~ I') 0 I- ~ 1111 I" I') I/ ! ~ 11/ "' ~ ~ .. ~ t @ ~/ .. .. w c:, I') 0 I- Ill c:, 1e ' ' ' ' ' ' ,.. ... ... ... ... ... ... NOTE ABOVE PLACEMENT PLAN PROVIDED FOR TRUSS PLACEMENT ONLY REFER TO TRUSS CALCULATIONS ANO ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION CONVE ,-,TIONAL FRAN ING BY OT HERS / I~ V V ~ V I"" T SA( Ii) 1105(• ~ 0 I 0 T" I M M Tl 4(1•) -ALL HANGERS SPECIFIED SIMPSON OR EQUAL -ALL BEAMS & CONVENTIONAL ROOF FRAMING BY OTHERS BUILDING DESIGNER/ENGINEER OF RECORD IS RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS. BUILDING -ALL WALLS AT VAULT/CATHEDRAL AREAS BALLOON DESIGNER/ENGINEER OF RECORD TO REVIEW ANO APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION FRAME/RAKE TO TRUSS BOTTOM CHORD U N 0 -REFER TO TRUSS ENGINEERING FOR AU. DESIGNS ARE PROPERTY OF MISSION TRUSS. LOADING ANO REACTION INFORMATION AU. DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY MISSION TRUSS. -ALL TRUSSES ARE CAMBERED FOR DEAD LOAD DEFLECTION ITO7 E I/ ROOF PITCH MIXED HEEL HEIGHT MIXED 1:,:,ut: UA t: WAROAK RESIDENCE 3-4-22 CEILING PITCH -UN 0 TAIL LENGTH 12'' U N 0 "cv,-,,v,. 1 Paul Christenson TAIL SIZE 2x4 U N 0 REVISION 2 ADOITON Carlsbad TRUSS SPACING 24" U N 0 REVISION 3 DESIGNER JF I 13101-22 ADU 22-02-00 10-10-00 !TOG E tTn• ... ;:::- j: / i\ l:XISTING ROOF FF AMING TO REMAIN ~ \~ ~ MiSSiON .. &Oh.,'CRUSS 12538 VIGILANTE RD. LAKESIDE, CA 92040 Ph. 619-873-0440 Fax 866-612-8884 MISSIONTRUSS.COM HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY Bastel and Amy Wardak 1315 Pine Ave. Carlsbad, CA 92008 June 1, 2022 Project No. 9618.1 Log No. 21900 Subject: REVISED GRADING RECOMMENDATIONS Proposed Building Addition/Remodel and ADU Addition 1315 Pine Ave. Carlsbad, California References: Attached Dear Mr. & Ms. Wardak: The following recommendations revise Section 3, Site Grading, of the "Geotechnical Investigation ... " (Reference I). All recommendations not revised by this letter remain in effect. Within the limits of proposed addition and any hardscape improvements and to 3-feet beyond where ~ble, existing topsoil, fill and weathered paralic deposits should be removed down to approved paralic deposits. We anticipate removal depths up to 1.5-feet below existing site grades. Actual removal depths should be determined in the field by the Geotechnical Consultant based on conditions exposed during grading. This opportunity to be of service is sincerely appreciated. If you have any questions, please call this office. Sincerely, HETIIERINGTON ENG -~~~~lfJ ~~o:;;...i=~~L/ Mark D. Hetheringt Civil Engineer 30488 Geotechnical Engineer 397 (expires 3/31ll4) Edwin R. CU1.ll.u.u1a;ua.llJ ..... -..:::=~ Civil Engineer 81687 (expires 3/31/24) 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street • Laguna Beach, CA 92651 • (949) 715-5440 • Fax (949) 715-5442 www.hetheringtonengineenng com REVISED GRADING RECOMMENDATIONS Project No. 9618.1 Log No. 21900 June I, 2022 Page 2 Distribution: 2-Addressee I -via e-mail (a11an@trearch.com) l -via e-mail (bw@bwardak.com) 1 -via e-mail (amywardak@gmail.com) HETHERINGTON ENGINEERING, INC. REFERENCES 1. "Geotechnical Investigation, Proposed Building Addition/Remodel and ADU Remodel, 1315 Pine Ave., Carlsbad, California," by Hetherington Engineering, Inc., dated ApriJ 18, 2022. 2. "Foundation Plan Review, Proposed Building Addition/Remodel and ADU Addition, 1315 Pine Ave., Carlsbad, California," by Hetherington Engineering, Inc., dated May 10, 2022. 3. Foundation Plan and Structural Details "Wardak Residence, 1315 Pine Ave., Carlsbad, CA 92008," prepared by PcSD, January 11, 2022 (revised May 13, 2022) (Sheets SNl , Sl.0, SI.I, SDI , SD2, SD3). HETHERINGTON ENGINEERING, INC. Project No. 9618.1 Log 0. 21900 @----- e- ■ ■ ■ @----- -@ jrorALeAou: 29CYI ---e UNDBt FOUNDAOON _ ___,,._,,.><+------f340Sfxl.Sj/27 l 19CY JfT EXlB<SK)N V/,+-----1189Sfxl.SI/V IOCT @--- @--- ©- @ @- lfXISTtJGFOU~llONTOREM>JNI I rorA1.SBWROOM w1NG: 12cvl UP'-OER FOUNOA1lON jl26$Fxl .5//21------+-,t-l CY 1 i ADU JFT ElITTNSION © (90Sfx1.~i-e-ca00~---:~~<-<-"---"-' ©- Ill BEDROOM WING Ill Ill .. .. .. ·..-::=-·· 4. •·-;--==-. 4 • • D EXISTNG FOVNOATION TO Ra-MIN I .. •· 111 ISi GARAGE WING EXCAVATION AREAS GARAGE WING: BEDROOM WING: ADU TOTAL -r 129CY 12CY 29CY 170CY PER SOILS ( 1.SFT DEPTH. 3FT EXTENSION BEYOND FOUNDATION) ~ -@ -----€) -----€) -e --@ 1 TOTAl. GARAGE: WNG~ 129 C'I' : UNOER FOUN0,4, TION _...,.....,._ _____ 11826Sfxl 5)127 101 CY 3FT EXTENSK>N /,rj------1•96SFxl.5)/27 2SCY ---© ---e ---e ---e • D> CARLS6AD VUAGE ~ .StmE IQ8o,JJ6 CARUBAD CA nrx:e office J602b890'10 f(lj( 160268<;1167 WWW.TREARCH.COM e letoAN:flffel\.ff~ dbo 11tEArd,il-.:.M• ThMe '90Wrig,i O'. not"'* for c:-1Ncf.on,.,,...n1t~ O'\Cl19""11tl'rm A1C:Nee11,ire Al ,da,,. ct,:,,.~and...,..,fflOI~ ind,;al..;«1'99'•11>Nld~ ... <t"owingcw. NP'-"' offltf,lr«;h,IKll.#e cr,dw ... --ct,t,,~kwuH Ol'IIN o,~landJftOlnot~1a,.,; by,:wdK:bldtoon,pe,n°" 0tb<.M'>eulot.,,,,,~• "'""°"0." .. ~---o-,w,-byfflAlchlK ...... w u z w C V) w ei::: ~ <( C ei::: <( 3: 6/9/'Zl EXCAV. EXHIBIT EXCAVATION EXHIBIT Al.3 _, < I= ~ co :::> V, >.... u GEOTECHN ICAL INYESTIGATIO Proposed Building Addition/Remodel and ADU Addition 1315 Pine Ave. Carlsbad, California HETHERINGTON ENGINEERING, INC. HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY Baste! and Amy Wardak 1315 Pine Ave. Carlsbad. CA 92008 Subject: GEOTECH !CAL I VESTIGATJON April 18, 2022 Project No. 9618.1 Log o.2 1845 Proposed Building Addition/Remodel and ADU Addition 1315 Pine Ave. Carlsbad. Ca lifornia References: Attached Dear Mr. & Ms. Wardak: In accordance with your request. we have pe1formed a geotechnical investigation for the proposed addition/remodel at the subject site. Our work was performed during March and April 2022. The purpose of our investigation was to evaluate soil and geologic conditions within the area of the proposed construction, and to provide grading and foundation recommendations. Our scope of work included the following: • Research and review of available plans and geologic maps/literature pertinent to the site (see References). • Subsurface exploration consisting of two hand-excavated test pits and one hand auger boring for soil sampling and geologic observation. • Laboratory testing of samples obtained from the subsurface exploration. • Engineering and geologic analysis. • Preparation of this report presenting the results of our field and laboratory work, analyses. and our conclusions and recommendations. 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street • Laguna Beach, CA 92651 • (949) 715-5440 • Fax (949) 715-5442 www.hetheringtonengineering.com GEOTECH ICAL TNVESTIGATJON Project No. 9618.1 Log o.21845 April 18. 2022 Page 2 SITE DESCRIPTIO The subject property is located at 13 15 Pine Avenue. Carlsbad. California (see Location Map, Figure I). The site consists of a rectangular shaped property that is currently occupied by a one-story. single-family residence. carport and detached auxiliary dwel ling unit (ADU). The property is bounded by Pine A venue to the \Vest: and similarly developed properties to the north, south, and east. Topographically, the site is relatively level. PROPO ED D EVELOPMENT Proposed development consists of a one and two-story add ition to the existing structure, and a one-story addition to the detached ADU. We anticipate wood-frame construction founded on conventional continuous/spread footings with slab-on-grade ground floors at near existing site grade. Building loads are expected to be typical for this type of re lative ly light construction. Grading is expected to consist of minor cuts and fills. SUBSURFACE EXPLORATION Subsurface conditions were explored by excavating two test pits and one hand auger boring to depths of 2.25 and 4-feet below existing site grade. The approximate locations of the test pits and hand auger boring are shown on the attached Plot Plan, Figure 2. The subsurface exploration was supervised by an engineer from this office, who visual ly classified the soil, and obtained bulk and relatively undisturbed samples for laboratory testing. The soils were visually classified according to the Unified Soil Classificatio n System. C lassifications are shown on the attached Logs of Borings and Log of Test Pits, Figures 3 and 4. LABORATORY TESTING Laboratory testing was pe rformed on samples obtained during the subsurface exploration. Tests performed consisted of the following: • Dry Density/Moisture Content (ASTM: D 22 16) • Direct Shear (ASTM: D 3080) • Sulfate (Cal Test 417) • Maximum Dry Density/Optimum Moisture Content (A TM: D 1557 A) HETHERINGTON ENGINEERING. INC. ADAPTED FROM: The Thomas Guide, San Diego County, 57th Edition, Page 1106 LOCATION MAP HETHERINGTON ENGINEERING, INC. SCALE: 1• -2000' (1 Grid Equals: 0.5 x 0.5 miles) 1315 Pine Avenue Carlsbad, California GEOTECHNICAL CONSULTANTS PROJECT NO. 9618.1 FIGURE NO. GEOTECHNICAL l VESTIGATION Project o. 9618.1 Log o.2 1845 April 18, 2022 Page 3 Results of the dry density a nd moisture content determinations are presented on the Log of Boring and Logs of Test Pits, Figures 3 and 4. The remaining laboratory test results are presented on the attached Laboratory Test Results. Figure 5. SOJL A D GEOLOGIC CONDITIONS I. Geo logic Setting The subject site lies within a relatively level marine terrace that is contained within the coastal plain region of northern San Diego County. Cal ifornia. The coastal plain region is characterized by numerous regressive marine terraces of Pleistocene age that have been established above wave-cut platforms of underlying Eocene bedrock and were formed during glacio-eustatic changes in sea-level. The terraces extend fro m areas of higher elevation east of the site and descend generally west-southwest in a --stairstep'' fashion down to the present day coastline. These marine terraces increase in age eastward. The site area is contained within the west portion of the USGS San Luis Rey 7-1 /2-minute quadrangle. As observed in the subsurface excavations. the site is underlain by surficial soils consisting of topsoil and undocumented fill. underlain by Old Paralic deposits. Structurally, the paral ic deposits are considered massive. 2. Geologic Units a. Topsoil -Topsoil was encountered in the test pits and hand auger boring to an approximate depth of 0.5-feet and consists of moist, loose to medium dense, silty sand. The topsoil is not considered suitable for support of the proposed improvements in its present condition. b. Fill - Fill was encountered be low the topsoil in test pits TP-1 and TP-2 to an approximate depth of 1.5-feet and consist of moi st loose to medium dense silty sands with roots. The fill is not considered s uitable fo r support of the proposed improvements in its present condition. c. Weathered Paralic Deposits -These soils were found to be 1.5 to 2-feet thick and consist of moist, medium dense silty sand w ith roots. Weathered paralic deposits are not considered to be suitable fo r support of the proposed improvements in its present condition. d. Paralic Depos its -Paralic deposits were encountered beneath the weathered paralic deposits in both test pits and the hand auger boring to the max imum depths HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project o. 9618.1 Log No. 21845 April 18, 2022 Page 4 explored. The paralic deposits consist of moist, dense, silty sand with a very low expansion potential. 3. Groundwater No groundwater was encountered in the excavations during our subsurface exploration. It should be noted. however, that fluctuations in the amount and level of groundwater might occur due to variations in rainfall, irrigation and other factors that may not have been evident at the time of our field investigation. SEISMICITY Based on our review of the available geologic maps/literature, there are no active or potentially active faults that traverse the subject site, and the property is not located within the currently mapped limits of an Alquist-Priolo Earthquake Fault Zone. The follow ing table lists the known active faults that would have the most significant impact on the s ite: Maximum Probable Fault Earthquake Slip Rate (Moment Magnitude) (mm/year) Rose Canyon/Newport-Inglewood 7.0 1.5 (8.5-kilometers/5.3-mi les southwest) Coronado Bank (34.4-kilometers/24.1-miles 7.4 3.0 sou thwest) Elsinore (Julian Segment) 7.3 3.0 (36.5-kilometers/22.7-miles northeast) SEISMIC EFFECTS I. Ground Accelerations The most significant probable earthquake to affect the property would be a 7.0 magnitude earthquake on the Rose Canyon/Newport-Inglewood fault. Based on Section 1803.5.12 of the 20 19 California Building Code and Section I 1.8.3 of ASCE 7-I 6, peak ground accelerations (PGAm) of 0.526g are possible for the design earthquake. HETHERINGTON ENGINEERING, INC. GEOT ECHNICAL INVEST IGATIO Project No. 9618.1 Log No. 2 1 845 April I 8. 2022 Page 5 2. Landsliding Review of the referenced geologic maps/literature indicates that the subject property is not included within the limits of any p reviously mapped landsliding. The risk of seismically induced landsliding affecting the proposed additions is considered low due to the relatively flat nature of the site. 3. Ground Cracks The risk of fault surface rupture due to active faulting is cons idered low due to the absence of an acti ve fau lt on site. Ground cracks due to shaking from seismic events in the region are possible. as with all of southern California. 4. Liquefaction The risk of seismically induced liquefaction withi n the site is considered low due to the dense nature of the paralic deposits and absence of shallow groundwater. 5. Tsunamis T he site is not located within a mapped ts unami inundation area (Reference 4). The risk of a tsunamis adversely impacting the site is considered low due to the elevation of the property above sea-level and distance of the property from the coast. CONCLU IONS AND RECOMMENDATIONS I. General The proposed construction is considered feasible from a geotechnica l standpoint. Grad ing and foundation plans should consider the approp riate geotechnical features of the site. Prov ided that the recommendations presented in this repott and good construction practices are ut ilized during design and construction, the proposed construction is not anticipated to adversely impact the adjacent properties from a geotechnical standpoint. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project o. 96 18.1 Log o.2 1845 April 18, 2022 Page 6 2. Seismic Parameters for Strnctural Design Seismic considerations that may be used for structural design at the site include the following: a. Ground Motion -The proposed add itions to the existing structures should be designed and constructed to resist the effects of seismic ground motions as provided in Section 1613 of the 20 19 California Building Code and ASCE 7-16. Site Address: 13 15 Pine A venue, Carlsbad, California Latitude: 33 .1622694°N Longitude: I 17.338028°W The proposed structures have a fundamental period of vibration less than 0.5s. consequently. the exception to site response analyses in ASCE 7-16 (Section 20.3.1.1) has been used. Using the Structural Engineers Association Seismic Design Maps website, the seismic parameters Fv. SM1, Sot are null and not applicable. The Simplified Alternative Structural Design Criteria provided in Section 12.4 of ASCE 7-16 should be used. b. Spectral Response Accelerations -Using the location of the property and data obtained from the Structural/Engineers Assoc iation, Seismic Design Maps, short period Spectral Response Accelerations Ss (0.2 second period) and S 1 ( 1.0 second period) are: Ss = 1.05g S,=0.38 lg c. Site Class -In accordance with Chapter 20 of ASCE 7-16, and the underlying geologic conditions, a Site Class D is considered appropriate for the subject property. d. Site Coefficients Fa and Fv -In accordance with Table 1613.2.3 and considering the values of Ss and S,, Site Coefficients for a Class D site are: Fa= 1.08 F v = null HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 96 18. I Log o.2 1845 April 18, 2022 Page 7 e. Spectral Response Acceleration Parameters Sms and Sm, - In accordance with Section 161 3.2.3 and considering the values of Ss and S,, and Fa and Fv, Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sms = 1.134g Sm,= null f. Design Spectral Response Acceleration Parameters Sds and Sd, -In accordance with Section 16 13.2.4 and considering the values of Sms and Sm 1, Design Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sds = 0.756g Sd1 = null g. Long Period Transition Period -A Long Period Trans ition Period of TL = 8 seconds is provided for use in San Diego County. h. Seismic Design Category -In accordance with Tables 1604.5. 1613.2.5, and ASCE 7-16, a Risk Category II and a Seismic Design Category null are considered appropri ate for the subject property. 3. Site Grading Prior to construction, the areas of the proposed structures and any other on-site improvements should be cleared of existing surface improvements, obstructions, vegetation and debris. Materials generated during clearing should be disposed of at an approved location off-site. Holes resulting from the removal of buried obstructions which extend below finished site grade should be backfilled with compacted fill or lean concrete. Within the limits of proposed additions and any hardscape improvements and to 5-feet beyond where possible, existing topsoil. fill and weathered paralic deposits should be removed down to approved paralic deposits. We anticipate removal depths up to 1.5 to 2-feet be low existing site grades. Actual removal depths should be determined in the field by the Geotechnical Consultant based on conditions exposed during grading. Following removals, the exposed ground surface should be scarified to a depth of 6 to 8-inches, moisture conditioned to about optimum moisture content and compacted to at least 90-percent relative compaction (ASTM: D 1557). HETHERINGTON ENGINEERING, INC. GEOTECHNICAL fNVESTIGATIO Project o. 9618.1 Log o.2 1845 April 18, 2022 Page 8 Fill should be moisture conditioned to about optimum moisture content and compacted by mechanical means in uniform horizontal lifts of 6 to 8-inches in thickness. A ll fill should be compacted to a minimu m relative compaction of 90-percent based upon ASTM: D 1557. T he on-site materials are suitable for use as compacted fill provided all vegetation and debris are removed. Rock fragments over 6-inches in dimension and other perishable or unsuitable materia ls should be excluded from the fill. All grading and compaction should be observed and tested as necessary by the Geotechnical Consultant. 4. Foundation and S lab Recommendations The proposed additions may be supported on existi ng/new conventional continuo us/spread foot ings founded at least 18-inches into compacted fill/paralic deposits. Continuous footi ngs should be at least 12-inches wide. and reinforced with a minimum of four #4 bars, two top and two bottom. Foundations located adjacent to utility trenches should extend below a l: I (horizontal to vertical) plane projected upward from the bottom of the trench. Foundations bearing as recommended may be designed for a dead plus live load bearing value o f 2000-pounds-per-square-foot. This value may be increased by one-thi rd for loads including wind and seism ic forces. A lateral bearing value of 250-pounds-per square-foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0.35 may be assumed. These values assume that footings w ill be poured neat against the foundation soils. Footing excavations should be observed by the Geotechnical Consultant prior to the placement of reinforcing steel in order to verify that they are founded in suitable bearing materials. Total and differential settlement due to foundat ion loads is considered to be less than 3/4 and 3/8-inch, respectively, for foundations founded as recommended. Slab-on-grade floors should have a minimum thickness of 5-inches and should be reinforced with #4 bars spaced at 18-inches, center to center, in two directions, and supported on chairs so that the reinforcement is at mid-height in the slab. Floor slabs should be underlain with a moisture vapor retarder consisting of a minimum l 5-mi 1 membrane. At least 2-inches of sand should be placed over the vapor retarder to assist in concrete curing and at least 2-inches of sand should be placed below the vapor retarder. The vapor reta rder shou Id be placed in accorda nce with ASTM: E 1643. Prior to placing concrete. the slab subgrade soils should be thoroughly moistened. HETHERINGTON ENGINEERING, INC. GEOTECHN ICAL INVESTIGATION Project No. 96 I 8.1 Log No. 21845 April 18, 2022 Page 9 Vapor retarders are not intended to provide a waterproofing function. Should mo isture vapor sensitive floor coverings be planned. a qualifi ed consultant/contractor should be consulted to evaluate moisture vapor transm1ss1on rates and to provide recommendations to mitigate potential adverse impacts of moisture vapor transmissions on the proposed flooring. 5. Concrete Flatwork Concrete flatwork should be at least 5-inches th ick (actual) and reinforced with No. 4 bars spaced at 18-inches on-center (two directions) and placed on chairs so that the reinforcement is in the center of the concrete. Contraction joints should be provided at I 0-feet spacing (maximum). Joints should create square panels where possible. For rectangular panels (where necessary) the long dimension should be no more than 1.5 times the short dimension. Joint depth should be at least 0.25 times the flatwork thickness. Expansion joints should be thoroughly sealed to prevent the infiltration of water into the underlying soils. 6. Sulfate Content A representative sample of the on-site soils was submitted for su lfate testing. The result of the sulfate content test is s ummarized on the Laboratory Test Results, Figure 5. The sulfate content is consistent with an (SO) sulfate exposure classification per Table 4.2.1 of the American Concrete Institute Publication 3 18, consequently, special prov is ions for sulfate resistant conc rete are not considered necessary. Other corrosivity testing has not been perfo rmed, consequently, on-site soils should be assumed to be severe ly corrosive to buried metals unless testing is performed to ind icate otherw ise. 7. Utility T rench Backfill Utility trench backfill should be compacted to at least 90-percent relative compaction (ASTM: D 1557). Backfi ll should be tested and observed by the Geotechnical Consultant. 8. Site Drainage The fo llowing recommendations a re intended to minimize the potential adverse effects of water on the structures and appurtenances. a. Consideration should be given to providing roof gutters and downspouts that discharge to an area drain system and/or to suitable locations away from the structure. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL I VESTIGATlON Project No. 9618.1 Log o.21845 April 18. 2022 Page 10 b. All site drainage should be di rected away from the structures and not be allowed to flow over slopes. c. o landscaping should be allowed against the structures. Moisture accumulation or watering adjacent to foundations can result in deterioration of building materials and may effect foundation performance. d. Irrigated areas should not be over-watered. Irrigation should be limited to that required to maintain the vegetation. Add itionally, automatic systems must be seasonally adjusted to minimize over-saturation potential particularly in the winter (rainy) season. e. All yard and roof drains should be periodically checked to verify they are not blocked and flow properly. This may be accomplished either visually or. in the case of subsurface drains. by placing a hose at the inlet and checking the outlet for flow. 9. Recommended Observation and Testing During Construction The following tests and/or observations by the Geotechnical Consultant are recommended: a. Observation and testing of grading. b. Foundation excavations prior to placement of forms and reinforcement. c. Utility trench backfill. d. Flatwork subgrade. I 0. Grading and Foundation Plan Review Grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommendations as necessary. LIMJTATIO S The ana lyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTJGA TION Project No. 9618.1 Log No. 2 1845 April 18, 2022 Page 1 1 excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations during construction. the Geotechnical Consultant should be promptly notified for review and reconsideration of recommendations. Our investigation was performed using the degree of care and skill ordinarily exercised. under similar ci rcumstances. by reputable Geotechnical Consultants practicing in this or similar localities. o other warranty, express or implied. is made as to the conclus ions and professional advice included in this report. This oppo11unity to be of service is sincerely appreciated. If you have any questions, please call thi s office. Sincerely. HETHERI Mark D. Hetherington Civil Engineer 30488 Geotechnical Engineer 397 ( expires 3/3 l/22) Jamie K. Fink Professional Geo logist 7626 Certified Engineering geologist 2636 (expires l 0/31/22) Attachments: Location Map Plot Plan Logs of Borings/Test Pits Laboratory Test Results Distribution: 5-Addressee Edw in R. Cunning Civil Engineer 8 l (ex i " 1/24 Figure I Figure 2 Figures 3 and 4 Figure 5 I -via e-mail (allan@trearch.com) 2 -via e-ma il (bw@bwardak.com) 3 -via e-mail (amywardak@gmail.com) HETHERINGTON ENGINEERING, INC. REFERENCES I. ·'M inimum Design Loads for Buildings and Other Structures .. , ASCE 7-16, by American Society of Civi I Engineers/Structural Engineers Institute. dated 2017. 2. ·'Minimum Design Loads for Buildings and Other Structures. Supplement/Provisions··, ASCE 7-16, by American Society of Civil Engineers/Structural Engineers Institute. dated effective Februaty I, 20 19. 3. California Building Standards Commission. California Building Code, 2019 Edition. -L ·'Tsunami Inundation Map for Emergency Planning. Oceanside Quadrangle/San Luis Rey Quadrangle'·. by California Geological Survey, dated June I, 2009. 5. "'The Uniform Cal ifornia Earthquake Rupture Forecast. Version 2. (UCERF2)"", by Californ ia Geological Survey. CGS Special Report 203, dated 2008. 6. ·'Maps of Known Active Fault ear-Source Zones in California and Adjacent Portions of Nevada"'. ICBO, by California Division of Mines and Geo logy, dated 1998. 7. '·Fault Activity Map of California, California Geological Survey'', by Jennings, C.W., and Bryant, W.A., Geologic Data Map No. 6. dated 2010. 8. Architectural Plans "Wardak Residence. l 315 Pine Ave.. Carlsbad, CA 92008", prepared by TRE Architecture Inc .. dated January 21. 2022. 9. "'Documentation for the 2014 Update of the United States National Seismic Hazards Maps··, by Peterson, M.P., et al., USGS Open File Report 20 14-1 09 1, dated 20 14. I 0. Structural Engineers Association, Seismic Design Maps Website. 11 . --Geologic Maps of the Northwestern Part of San Diego County, California", by Tan, Siang S. and Kennedy, Michael P., Califo rnia Division of Mines and Geology, Open File Report 96-02. dated 1996. 12. "Recent Slope Failures, Ancient Lands I ides, and Related Geology of the North-Central Coastal Area, San Diego County, California;· by Weber. F.H. Sr., California Division of Mines and Geology, Open-File Report 89-l 2LA, dated 1982. 13. "2008 National Seismic Hazards Maps-Source Parameters'·, by U.S. Geological Survey, Earthquake Hazards Program. 14. Foundation Plan and Structural Deta ils ·'Wardak Residence, 1315 Pine Ave., Carlsbad, CA 92008," prepared by Pc SD, January 11, 2022. (Sheets S 1.0, S I. I, SD I, SD2, SD3) HETHERINGTON ENGINEERING, INC. Project No. 96 I 8.1 LogNo 21845 \ i i I , • i I •o• f II' APPROXIMATE LIMITS OF PROPOSED TWO-STORY ADDITION I r 77 ;, + -... . ··~------~--' • I 1--· i ( ~ / I ~ - >,~-~-i IE ~ ..._ / I .. " I "-, I ·1----4 ____ _. sCV-> ., I I J I 1- / ,;"'"i'r: 'JliV!"N4 ~ / / / / / PARZ PM 13578 APPROXIMATE LIMITS OF PROPOSED ADU ADDITION • l '.iTiJ.. I ., . I ... ........., ________________ _ ,c~ ... I ... s~£€1 './J;:A11.Jr'-1 ,,., C:rr or ::~-!..°'J.k~'3fW'. /le !J 9,:,..11\· 77 I~. ~.JG! 6/ff,_"'}9 :-I/ I BF!C'<' •'ti'."O ;& •--- LOTC 42" • • POR. LOTS 13 & 14 OFMAP565 {N 'LY PARCEL OF ROS 9617) '-f,' /,/i{;J-! W-YJO q. '/Ci- .. '"f"-• Pt..J..'r'(7.~f.it.i!JJ ~lf:AJU C!"r;;;) I _J APPROXIMATE LIMITS OF PROPOSED ONE-STORY ADDITION l.S. 301 H l l '<,' l\i ~ a 1 2 I I I I I a 10 20 30 40 LEGEND TP-2~ HA-10 APPROXIMATE LOCATION OF TEST PIT APPROXIMATE LOCATION OF HAND AUGER BORING PLOT PLAN HERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS PROJECT NO. 1315 Pine Avenue cartsbad, California 9618.1 I FIGURE NO. 2 DRILLING COMPANY: Mansolf Excavation RIG: DATE: 03/09/22 BORING DIAMETER: 4" DRIVE WEIGHT: DROP: ELEVATION: 127' ~ 8 w w ...:l >< -w ...:l 0.. 8 8 dP U) -w 0.. ::8 0 H -U) BORING NO. HA-1 u. -~ .,: 0 U) w ,0:: U1 U) u. z 0:: 8 ...:l :r: U) ....... w :::, z u u 8 w en C) ~ 8 w :.: > 3: U) 8 ...:l U1 0.. ...:l H 0 >< u H z H w C) :::, 0:: ...:l 0:: 0. 0 0 0:::, SOIL DESCRIPTION Ill C) 0) C) ::8 u U) -~ 0.0 SM TOPSOIL: Dark brown siltv sand moist, soft w/ rootlets _!X SM WEATHERED PARALIC DEPOSITS: Brown to orange brown silty sand , moist, medium dense - ~ -114 7.4 PARALIC DEPOSITS: Orange brown silty sand, moist, dense -- 122 8.3 -~ - 5.0 Total Depth: 4-feet No Groundwater -No Caving - -- -- -- 10.0-- -- -- -- -- 15.u BORING LOG 1315 Pine Ave. HETHERINGTON ENGINEERING, INC. Carlsbad, California GEOTECHNICAL CONSULTANTS PROJECT NO. 9618.1 I FIGURE NO. 3 BACKHOE COMPANY: Mansolf Excavation BUCKET SIZE: 2.5' X 3.5' DATE: 03/09/22 Cf) -Cf) w ,i: Cf) SOIL DESCRIPTION >< 0:: e-, ,-..1 -w w e-, ::> z u u ::r: e-, ,-..1 w ,-..1 H -e-, w e-, w :,: °" > °" Cf) """' Cf) e-, ,-..1 Cf) °" w ,-..1::;: H::;: >< z (.) HZ -H TEST PIT NO. TP-1 ELEVATION: 127' w c... ::> ,i: 0:: ,i: 0:: w 0. 0 0 di' 0 ::> + o-o:l Cf) 0 Cf) oo -::;: u -Cf) --0.0 --sM TOPSOIL: Dark brown silty sand, moist, soft, w/ abundant rootlets -SM FILL: Dark brown w/ slight orange silty sand, moist, firm, w/ --:-srvr , • rootlets r 115 10.3 WEATHERED PARALIC DEPOSITS: Brown to orange brown silty -'---\ sand, moist, medium dense r- PARALIC DEPOSITS: Orange brown, silty sand, moist, dense -- 126 8.5 - Total Depth: 4-feet 5.0 No Groundwater i--No Caving --Footing Dimensions: Depth -1' 6" Width -12" -- -- -- 10.0 TEST PIT NO. TP-2 ELEVATION: 127' + i-0.0 ~ ...,_ TOPSOIL: Dark brown silty sand, moist, soft w/ rootlets SM r FILL: Orangish, dark brown to brown silty sand, moist, loose to -medium dense, w /roots - ~M WEATHERED PARALIC DEPOSITS: Brown to orange brown silty --sand moist medium dense "" \ PARALIC DEPOSITS: Oranae brown siltv sand, moist, dense I -Total Depth: 2.25-feet - No Groundwater -No Caving ,__ 5.0-Footing Dimensions: Depth -1' 9" i-- Width -12" -- -- -- -- 10.0 LOG OF TEST PITS 1315 Pine Ave. HETHERINGTON ENGINEERING, INC. Carlsbad, California GEOTECHNICAL CONSULTANTS PROJECT NO. 9618.1 I FIGURE NO. 4 LABORATORY TEST RESULTS DIRECT SHEAR (ASTM: D 3080) Sample Location Angle of Internal Cohesion Remarks Friction (0 ) (psf) TP-1 @ Oto I. 29 225 Remoldecl to 90% at optimum moisture content. soaked. consolidated. and drained SULFA TE TEST RES UL TS (Cal Test 417) Sample Location I Solu ble Sulfate in Soil (%) TP-1 (a) 0 to I. I 0.008 MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT (ASTM: D 1557 A) Sample Location Description Maximum Dry Density (pcf) TP-1 {a) 0 to I • Brown silty sand 128.5 HETHERINGTON ENGINEERING, INC. Optimum Moisture Content (%) 9.5 FIGURE 5 ProJect No. 9618 1 Log o 218-15 {cityof Carlsbad ~~:" , • CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the C'ty h • prior to issuing a building permit Th ~-1 t ~ applicant, and the appropriate school districts and returned to the City • e 1ty w,11 not issue any building permit without a completed school fee form. Project# & Name: Permit#: Project Address: Assessor's Parcel #: Project A pplicant: (Owner Name) WARDAK ADDITION AND ADU PC2022-0006 (CBRA2022·0006) 1315 PINE AVE (ADDITION) 2050523000 CO-OWNERS WARDAK AMY AND WAROAK BASTEL Residential Square Feet: New/Additions: 2,271 SF ADDITION TO MAIN DWELLING Second Dwelling Unit: -------------- Commer c i a I Square Feet: New/Additions: ---------------- City Certification: City of Carlsbad Building Division Date: 06/22/2022 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 Dleguito Union H.S. District 684 Requeza Dr. Encinitas, CA' 92024 Phone: (760) 753-6491 Ext 5514 (By Appl Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM I NDICAT ES 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: 'DA , b.-9 C:i"'-y<<1cY¥ Ax? C Jcu t Cc/\<l. t l o . l ~ ' b '--l_ 'V\. ~ \ ""V',lt vw Title: S , l O O ,t-,\0. ~(Ji aA;... Date: fa .... 9--3 --O:l&t~ < \ ' cARlSBAouNIFtEo SCtt00l 01STfllCT Name of School District: 6225 El CAMINO REAL Phone: 1 loo '3 3 I -S.:N{) CARLSBAD, CA 92009 COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I carlsbad, CA 92008-7314 I 442-339-2719 I 760·602-8560 f I bulldlng@carlsbadca.gov I www.carlsbadca.gov -·-- STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID 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, COMPLY WlTH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER 1 (S~OWN~.2_ /\GENT NAME (PRINT) _......WJ,,. y.:::;... -,, OWNEI ,S)/0\VtiER S ~ENT NAME (SIGNATURE) E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control BMPs Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials Control BMPs Management BMPs Pollution Control BMPs Best Management Practice* (BMP) Description ➔ CASQA Designation ➔ Construction Activity Gradino/Soil Disturbance Trenchinq/Excavation Stockoilino Drillina/Borina Concrete/ Asphalt Sawcuttino Concrete Flatwork Pavinq Conduit/Pipe Installation Stucco/Mortar Work Waste Disposal Staoino/Lav Down Area Eauioment Maintenance and Fuelina Hazardous Substance Use /Storaoe Dewaterinq Site Access Across Dirt Other Clist ): "U Cl) C (I) Cc, en C/l 3: C (I)(/') ·~ 0 ·-Q) .... Cl o, Cl .c ~ (I) __, ·-0. 5 ~ 0 WCl vi " co cr> I I I u u u w w w ..-I u w a. 0 L. I- (I) (.) ..., C C (I) (I) E LL. '6 ..., (I) en (/') .-..., I I w w (/') (/') -...c.. ~ "U C 0 ..., E 0, L. (I) L. C (I) C (I) ·a. ·.:::: CD L. (I) 0 C E Cl) 0, (I) 0, CD •o C 0 0 0 3: C L. 0 Cl CD (I')·-0, Cl·-0:: E 0 ..., ~ v ..., ::, .0 E ~ (.) L. (I)::, "U (I) > L...., (I) 0 (I)(.) C 00 ..c .0 L. ~o 0 ..., L. u G: c.:> (/')> (/') (/') 0.. v LO CD " co 0 .- I I I I I I w w w w w w (/') (/') (/') (/') (/') (/') ~ ;,< " -z< C ..., C C 0 ..., 0 0 :;:; C :;:; :;:; (I) -ci C 0, 0 E (I) "U (.) (.) C C 0, C E ::, ::, 0 '6 ·c .Q. 0 C L. L. :;:; L. (I) 0 ..., ..., C '-::, >, 0, Cl) Cl) Cl) 0 ·.:::: c:r L. 0 C C C/l C > L. (I) 0 0 L. c.:> (I) w .::!: C 0 (I) (I) ..., (I) 0 :;:; ..., u L. u Cl) "U Cl) 0 "U v Cl) ~ C (I) C 0, C ~ C Cl => (I) ..., (I) -uw "U >, o en CC 0 > ~E (I)......__ ~o u (I) 0 0 0, (I) (I) N C/l (.) O"I:;:; (I) (I) C 0 (I) c = L..-~(I) = Cl) :.= 3: 15 ·-0, a. 0.. 0 ... ·-C 0 o'i::: L. 0 ·.:::: ~ 0, :.a ~ ·-"U 20 L. .0 0 ·-L. 0 ·-0 (I) L. (I) (.) _...., "U 0 0 0, .s 0 0 0 > (I) ..., ..c (I) ..., 0 ...., 0 = C •-C V) C ~ct ca 0 (I)_ o..., 0 ..., C. 0 oo (/') 0:: 0..0 0.. >U ~(/') ~ (/') (/') u (/')~ .-N .-..., " co .-N ..., v LO I I I I I I I I I I I g: g: (/') (/') (/') (/') ~ ~ ~ i i z z z z ~ ~ ~ Instructions: 1. Check the box to the left of all applicable construction activity ( first column) expected to occur during construction. 2. Located along the \op of the BMP T9ble is a list _of BMP's with. it's corresponding California Stormwater _Quality A~sociation (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the 11st. Check the 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. PROJECT INFORMATION Site Address: l"-'l'S ftN~ p,u,&. Assessor's Parcel Number: ~ -0?2. -~ Emergency Contact: Name: @&ob~ ~~ 24 Hour Phone: 4 4 9 • c:y 0~ '"10~ Construction Threat to Storm Water Quality (Check Box) □ MEDIUM i:a<Low (I) ..., Cl) 0 ~..., C Cl) (I) ::, E 0 (I) ~ 0, co NC co ::r::~ CD I i (I) ..., Cl) 0..., ~c (I) (I) E ..., (I) ~ 0, (.) 0 CC 0 0 u~ co I ~ ~ 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 -.cartsbadca.gov This checklist is intended to help building pennit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be induded with the building permit application. The Carlsbad Municipal Code (CIIC) can be ,ef&encal during c:ompletion of this document by cficking on the provided links to each municipal code section. NOTE: The following type of pennils 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 G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen lnspeclorlPlans 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 NIA and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link project plans must show all delails as slated in the applicable Carlsbad Mmicipal Code (CMC) and/or" F n,,_7•~tv.......,,_, Green Code sections. Applcation h,l'unnation 0 Project Nane/Buildaig PernitNo.: WARDAK RESDIENCE BPNo.: pc.,zo~-o::,:t._, Property Address/APN: 1315 PINE AVE Applicant Name/Co.: ALLAN TETA -TRE ARCHITECTURE Applicant Address: 300 CARLSBAD VILLAGE DRIVE, SUITE 108A-336 Contact Phone: 76fJ0-268-9090 Contact Emai: AllAN@TREAROf.COM Contact infonnation of person completing this checklist (if different than above): Name: r.on.,any name/address: Contact Phone: 7660-268-9090 Contact Email: Applicant Signature:._A11an_Te1a ______ =-__ .. _.::._-______ .Date: 1/22/22 Page 1 of7 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 d 5qaale :Sheet Building Pennit Valuation (BPV) $ breakdown~S=200=..,_;,ooo=-::. ___ _ Construction Type f Complete Section(•) f Notes: A high-rise 1esidertial b&ildilg is 4 or more slDries. n:bing a [!) Rsaid&:6al □ ... consm:lian I!! Addilions aid aflBralions. D BPV < $60,000 [!I BPV 2: $60,000 D Electrical service pae ..,ate only D BPV 2: $200,000 -- □ Nonr8sidential □ NewCIIIIIWCian D Aleralions: □ BPV 2: $200,000 or addilims ::!!: 1,000 square feet D -BPV~SUJ00,000 --- □ 2: 2,000 sq. ft. new roof addition Low-rise High-rise niJll!d-use luting it which al least 20IJt of tr. CDdlioned loor area is res,oo,itial use 4A*, 3B,4A I "'·· 3A·· 1 • .. 211. NIA NIA All residential additions and alterations 1A,4A 4A 1-2 fanily dwellings aid fotMlhouses Mh atta:hed garages only. "Wli-t.mly dwelngs only where interior finishes in removed 1A,4A* 1B,4A* and signitica,t site WOik and upgrades to structural and mechani3. electrical, aid/or pk111nng sys1ems in proposed 1 10.28.38.48•5 1 -- 18,5 --is. 28, 5 Buiding-aleralions of 2: 75% existing gross floor area 28,5 18 a appies if BPV 2: $200,000 ------- -c.AP Oftllllliia CJllilllllei" ,-Chac:ldistlllNII--------------------am tae .... 141iiEboms.eJ11&1iiiPaw,1i:4ente:uwa-, ilen&. a paile ........ rab4asfKald dm:ullnaimas .... lDCleSSll,,___,y_ 1. Energy Efficiency Please refer to Calsbad Ptuq,al Code (CMC) 1821.155 and 18.30.190,and the Caibnia Green atilg Staid.Ids Code (CAI..Green) tr-more information. Appropriate detais and notes must be placed on the plans aooording to seledions chosen in the desgt. A. ~ Resideulialladcitionoralleration~$60,000buildingpennitvaluation D NIA. ________ _ DetailsofselectionchosenbelowmustbeplacedontheplansreferencingCMC □ Exception: Home energy score~ 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements !!I Before 1978 Select one option: D Dudsealing ~Atlicinumon □Coolroof D Attic itsulalion D 1978 andlaler Select one option: □Li!tDlgpadcage □WaahemlgPadcage D Between1978and1991 Select one option: D Dudsealing D Attic insulation □Coolroof D 1992 and later Select one option: O~padcage □Wcerhealingpackage Updated 4/16/2021 3 B. D Noa■esidllml"newainslnlcliDna1•alillllS~--111Mng..----. or additions~ 1,000squarefeetSee CMC18.21.155and CALGreen AppendbcA5 D N/A AS.203. 1.1 Chooseone:0.1 CMlooi~1ti119 0 .2 Reslauraltsernrewas-heamg (CEC 140.5) D.3Warehousedod<sealdoors. 0.4Da)tghtdesignPAFs D.5Exhaustairheatrecovery □ NIA AS.203.1.2.1 Choose one: D .95 Energy budget (Projeds with indoor lighting OR mechanical) □ .90 Energy budget (ProjedslMthindoorlightingANDmechanical) O NIA A5.211.1 .. D On-site renewable ene,gy: D NIA A5.211.r OGreenpower: (If offered byb:al ulilypollider, 50% nrirunll!liewalESOIIIES) D N/A AS.212.1 D Elevatorsandescalalors: (Projectwithmorethanoneelevatorortwoescalators) D NIA AS.213.1 □Sleeltianing: (Providedetaison plansforoplions 1-4dlosen) □ N/A * lndudes hotels/motels and high-rise residential buildings -------- **Foralterations~$1,000,000BPV and affecting> 75%existinggrossfloorarea, 0Ralteralionslhatadd2,000squarefeetofnewroofadlfllion: comply 'Mth CMC 1&30.130 (sedion28 bebN) instead. 2. Photovoltaic Systems A. D Residential new conslruction (for low-rise residential building pennit appications submitted after 1/1/20~ Refer to 2019 California &agyCodewlian 151l.1(c)t4fCI. .eqlilmll!IIIL I pniied..._ihi. 7 5 Jl'lf a eledric heal,-p ... healtl'pmuantto CAPsection3BliilowfloiHiserisidiilialWatiiHiiiliiig),incn as e iysliiiisizeliJ :3kWdcif PV offsetoptionisseledecl- Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if neoessary) - Total Syslefn Size: kWdc = (CFAx.572) / 1,000 + (1.15 x#d.u.) 'Formula calmalion where CFA = anitional loor area, fdu = nuniJer of dM6lgs per plan type If proposed system size is less than cal<lJlated size, please explain. -- kVI& Exception □ □ - D □ B. D Nonresidential new construction or alerations 2:$1,000,000 BPV AND affecting ~75% existing floor area, OR addition 1flat increases Adana by ~squnteet. Please rl!lerto CIIC 1UU30wlll!ll cornplatingthissectioR. ~ Tbissedion alsoapples to hiprise residenlialand holdrmolelbullings. Choose one of the following methods: □ Gross Roor Area (GFA)lleChod GFA: D If< 10,000s.f. Enter. 5 kWdc Min.System Size: 0 tf,1: 10,000s.f. calcuale: 15 kWdc x (GFN10,000)- kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 □ Time-Dependent Valuation Method AmualTDVEnergyuse:-_____ _,x.80= Min.system size:'--------'kWdc -Attach calculation doamentation using modeling software approved by 1he Cawomia Energy Commission. 3. Water Heating A. 0 Residential and hotel/motel new construction. Refer to CIIC 18.30.170 when completing this section. Provide complete details on the plans. D For systems serving individual dwelling unils choose one system: D Heat 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) D 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 D Exception: D For systems serving multiple dwelling units, install a central water-heating system with ALL of thefollowing: D Gas or propane water healing system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(Q) (low rise residential) □ Solar water heating system that is either: --□-20 solar savings fraction-- □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. 0 Nonresidential new construction. Refer to CIIC 11.30.150 when completing this sectioo.. Provide complete details on the plans. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal □ Photovoltaics □ Water heating system is (choose one): □ Heat pump water heater D Electric resistance water heater(s) □ Recovered energy □Solar water heating system with .40 solar savings fraction D 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 perfonnance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/21 5 4. Electric Vehicle Charging A. 00 Residential New construction and major alterations* Please refer to CIIC 18.21.140 when completing this section. I!! One and two-family residential dwelling or townhouse with attached garage: l!I One EVSE Ready pa,king space required D Exception : D Muli-Jamiyresidential· D Exception • Total Parking Spaces EVSE Spaces Proposed EVSE ( 10% of total) I Installed (50% of EVSE) I Other "Ready" I I I Other "Capable" I Calailalms: TolalEVSEspaces=.10xTolalpallcilg spate5 .-c:,,osed(romdedi.,toneareslwholerumer) EVSE hit.6!d = Tolal EVSE Spacesx .50(nllllded upmwt:.4wldelUID!I) EVSEolhermaybe "Ready'" or"Capiille· *Major alterations are: ( 1 )for one and tw<rfamilydwellingsandtownhouseswith attached garages, alterations have a building permit vakJation::!:$60,000 or indude an eledrical servire panel upgrade; (2) for m!Mifclniy mvelings (three uni1s or more without attached garages),alterationshaveabcikfingpennitvaluatioo::!:$200,CXXl,interiorfinishesareremovedandsignificantsiteworkandupgradesto slrudl.lalcmmedaical,etedrical,cmuJinting systems aepoposed. *ADU exceptions for EV Ready space (no EV ready space requied YAien): (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 slruclure. (4) When ~street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D NoNesidallial .._ mslludionfwdldeak. ltUnuMs) D Exception : ___________ _ Please refer 1D CIIC 1L21.150 when ccnple&lg this section Other "Capable" calculation-Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Nuniler of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-60 ... 2 D 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 D 151-200 17 -9 D 201 and over 1 0 percent of total 50 percent of Required EV Spaces Calculations: T olalEVSEspac:es= .10x T olalpadcng spaczs poposed (RUldedi.,roilelillestwldelllfflJel) EVSE hslaled = Tolal EVSE Spaces x .50 (rounded up lo nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 5. OT1a1i5p0il'atiu.1 Oemand-iagement(TDM): Nca■esidential ONLY Ananmved TralSJIOl1Dli, Demint Mimgelnerd{TDM) Plan is rapedbal norresidenialprqeds fhalmeeta hesholdufc:lflluyee genoaled ADT. Clyslafwluselhetablebelowbasedon)1U"StDliEdplrn;todeeninewhetherornorympennireqmesa TDMplan.lfTDMisappic atrt,,your permit, staff v.iill contact the appficantto develop a site-specific TOM plan based on the permit details. Acknowledgment Employee ADT Estimation for Various Commercial Uses Office (all)z 20 Res1aurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10"Edilion 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store. supennarket, gyms, phannacy, 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 I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and undersland that an approved TOM plan isa a>ndilion of penmissuance. ~~ ~~1_n_2_m __ _ Person other than Applicant to be contacted for TOM compliance (if applicable): Name(Printed):. _____________ _ Phone Number:. ____ _ EmailAlttess: _______________ _ Updated 4/I6n021 7 {_ City of Carlsbad CUMATI: ACTION PLAN (CAP) COMPUANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-ro2-2719 www.carfsbadca.gov The following summarizes project mmpiance with the.....,. ... ~ Cimate Ac.lion Plan onlinanc:e5 of the Carlsbad Municipal Code and Carlfornia Green Building Standards C.ode (CAI.Green), current version. Use dlis funn to summarize all applkalie CAP measures fur your project. IF CAP MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS. L ENERGY EFRCIENCY APPIJCABlE: IZJyES □NO Complies with CMC 18.30.190 & 18.21.155 [lives ON/A Existing Structure, year built: _1_959 ___ _ Prepared Energy Audit? Oves D No Energy Score: ____ _ Efficienty Measures included in scope: -at- 2. PHOTOVOLTAICSYSTEMAPPUCABll: DYES ONO c.omplies with CMC section 18.30.130 and 2019 California Ener-gy Code section 1SO.l(c)l4 Oves ON/A Required Provided Size of PV system (kWdc): Sizing PV liyload calculations D Yes D No If by Load calculations: Total calculatl!d elecbical load: 80%ofload: Hardship Requested O Yes ~ Hardship Approved D Yes ONo 3.. ALTERNATMWATERHEAJIN6SYSIEMAPPUCA8l.E: □YES □NO Complies with CMC sections 18.30.150 and 18.30.170? Alternative Source: □ Electric □ Passive Solar Hardship Requested Hardship Approved Oves ON/A Oves D No o ves □No 4. ELECTRIC VEHIQ.E (EV) CHARGING APPLICABLE: [Z] YES □ NO Complies with CMC section 18.21.140? Panel Upgrade? Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved lZlves ON/A O ves ONo Required Provided 5. TRAFRC DEMAND MANAGEMENT APPUCABLE: □ YES □NO Compliant? OYes DNo TOM Report on file with city? □ Yes □No {'city of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov I'm applying for: □ Grading Permit Project Name: WARDAK RESIDENCE Address: 1315 PINE AVE IX] Building Permit □ Right-of-way permit □ Other Project ID: PC2022-0006 APN 205-052-30 Disturbed Area: 077 Ac Section 1: Determination of Project's SWPPP Tier Level (Check applicable criteria and check the corresponding SWPPP Tier Level, then go to section 2) Exempt -No Threat Project Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Table1, section 3.2.2 of Storm Water Standards, the following permits are exempt from SWPPP requirements: □ Electrical □ Patio □ Mobile Home O Fire Sprinkler □ Mechanical O Re-Roofing □ Plumbing □Sign □ Spa (Factory-Made) □ Roof-Mounted Solar Array Tier 3 -Significant Threat Assessment Criteria -(See Construction General Permit (CGP) Section 1.B)* □ My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, □ My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface; or, □ My Project is associated with construction activity related to residential, commercial, or industrial development on lands currently used for agriculture; or □ My project is associated with construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road , tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. □ Other per CGP _____________________ _ Tier 2 -Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria : □ Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, □ Project will result in 2,500 sq. ft. or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • located within 200 ft. of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 ft. of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) Tier 1 -Low Threat Assessment Criteria ~ My pr~ct does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: • results in some soil disturbance; and/or • includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpilinQ, vehicle fuelinQ, waste stockpilinQ) SWPPP Tier Level D Exempt □ Tier3 □ Tier 2 Oil Tier 1 * Items listed are excerpt from CGP. CGP governs cntena for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Paae 1 af 2 REV. 02/22 SWPPP Section 2: Determination of Project's Construction Threat Level Construction Tier (Check applicable criteria under the Tier Level as determined in section 1, check the Threat Level corresponding Construction Threat Level, then complete the emergency contact and Level sii:inature block below) Exempt -Not Applicable -Exempt Tier 3 -High Construction Threat Assessment Criteria: My Project meets one or more of the following: □ Project site is 50 acres or more and grading will occur during the rainy season D Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA 0 High D Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier 3 USDA-NRCS Erosion factors krgreater than or equal to 0.4) D Site slope is 5 to 1 or steeper D Construction is initiated during the (Oct. 1 -April 30) rainy season or will extend into the rainy season D Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 -Medium Construction Threat Assessment Criteria D Medium □ All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 -High Construction Threat Assessment Criteria: My Project meets one or more of the following: D Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA D Soil at site is moderately to highly erosive (defined as having a predominance of soils with 0 High USDA-NRCS Erosion factors kr greater than or equal to 0.4) Tier 2 D Site slope is 5 to 1 or steeper D Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) □ Owner/contractor received a Storm Water Notice of Violation within past two years D Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 -Medium Construction Threat Assessment Criteria D Medium D My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier 1 -Medium Construction Threat Assessment Criteria: My Project meets one or more of the following: D Owner/contractor received a Storm Water Notice of Violation within past two years Oil Medium !il Site results in 500 sq. ft. or more of soil disturbance Tier 1 D Construction will be initiated during the rainy season or will extend into the rainy season (Oct.1 -April 30) Tier 1 -Low Construction Threat Assessment Criteria □Low □ My project does not meet Tier 1 Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Emergency Contact Name: Telephone No: BASTEL WARDAK 949-903-6095 Owner/Owner's Authorized Agent Name: Title: ALLAN TETA-TRE ARCHITECTURE PRINCIPAL DESIGNER Ow~/Owner's Authorized Agent Signature: Date: A .Tm 6/13/22 FOR CITY USE ONLY Yes No City Concurrence: By: Date: DWG #/CB#: E-32 Page 2 of 2 REV. 02/22 Building Permit Finaled Revision Permit Print Dat e: 06/26/2026 Job Address: 1315 PINE AVE, CARLSBAD, CA 92008-1941 Permit No: Status: {city of Carlsbad PREV2023-0111 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel#: 2050523000 Valuation: $0.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: PC2022-0006 Plan Check#: Description: REVISION; WARDAK; MODIFYING A TRUSS DESIGN(E-REVIEW) Applicant: TRE ARCHITECTURE ALLAN TETA 300 CARLSBAD VILLAGE DR, # 108A-336 CARLSBAD, CA 92008-2990 FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN CHECK REVISION ADMIN FEE Property Owner: CO-OWNERS WARDAK AMY AND WARDAK BASTEL 1315 PINE AVE CARLSBAD, CA 92008-1941 Total Fees: $755.00 Total Payments To Date: $755.00 Building Division Applied: 05/23/2023 Issued: Finaled Close Out: 06/26/2026 Final Inspection: Contractor: BUILDING RESOURCE MANAGEMENT INC6160 FAIRMOUNT AVE, # STE D SAN DIEGO, CA 92120-3427 (858) 633-5090 Balance Due: AMOUNT $720.00 $35.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 fl www.carlsbadca.gov { City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION Development Services Building Division 1635 FaradayAvenue 442-339-2719 www.carlsbadca.gov B-15 Original Plan Check Number fC. ')..O').'J.. ... ~ {) 0 b Plan Revision Number General Scope of Revision/Deferred Submittal: __________ 's:_:_0.....,, ,D,.,..._.,_-#,• ~----''II). CONTACT INFORMATION: Name R1~fl0l> MfS"t te!" Phone Address ano s. Got\Sf \\'WY .STi. M. CJ M4y23 ' ~D Email Address __!!cAf,t>c) @,..__._T_.,i .... G~AR...,..,,..<."'-="'---'--'__.,_(=O_,_Mi--'------------------- Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ~ Plans GJ Calculations D Soils D Energy D Other 2. Describe revisions in detail - iRD~S , rr.J\Mrk)G-t 1,t.e.~A.. CA.\GlJIP-i \ rn~S ~ C ~ N V.£All'T t>AlAl . - 4. Does this revision, in any way, alter the exterior of the project? 5. Does this revision add ANY new floor area(s)? 6. Does this revision affect any fire related issues? 7. ls this a complete set? gYes D No D Yes D Yes D Yes [!(No ~No 3. List page(s) where each revision is shown Sa.. 0 ~Signature____.d,N ·l ~ .... Al }L Date 0S /l--~/i1 1635 Faraday~=nue, Carlsbad, CA ~0~8 Ph: 442-339-2719 Email: building@carlsbadca.gov www.carlsbadca.gov True North COMPLIANCE SE RVICES August 14, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad-FINAL REVIEW City Permit No: PREV2023-0I I 1 True North No.: 23-0184 32 Carlsbad, CA 92008 Plan Review: Residential Revision Address: 1315 Pine Ave Applicant ame: Ricardo Mestres Applicant Email: RJCARDO@TREARCH.COM OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: N/A Type of Construction: V-8 Sprinklers: Yes Stories: 2 Area of Work (sq. ft.): NIA sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the proj ect referenced above on behalf of the City of Carlsbad: 1. 2. 3. Drawings: Electronic copy dated May 16, 2023, by TRE Architecture. Structural Calculations: Electronic copy dated December 23, 2021, by PCSD Corp. Truss Calculations: Electronic copy by MiTek USA. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: 1. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562.733.8030 Review No. Hourly Rate Hours Total 1st Review $120.00 2.5 $300.00 2nd Review $120.00 2 $240.00 3rd Review $120.00 1.5 $180.00 Total $720.00 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of further assistance. Sincerely, True North Compliance Services Review By: Ali AI-Murshid -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer Transmittal Letter June 25, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential Revision Address: 1315 Pine Ave, Carlsbad CA True North COMPLIANCE SERVICES SECOND REVIEW City Permit No: PREV2023-0111 True North No.: 23-018-432 Applicant Name: Ricardo Mestres Applicant Email: RICARDO@TREARCH.COM True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalfofthe City of Carlsbad. Our comments can be found on the attached list. I . Drawings: Electronic copy dated May 16, 2023, by TRE Architecture. 2. Truss Calculations: Electronic copy dated May 10, 2023, by David Merrill Baxter. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below See Notes Below See Notes Below Notes: Valuation, Scope of Work and Floor Area were not provided per the permit application. This project is hourly. Please charge the applicant the following hours of plan review. Review# Hours Rate Total pt 2.5 $120.00 $300 2"d 2 $120 $240 Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Ali Al-Murshid -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 Residential Revision 1315 Pine Ave June 25, 2023 City of Carlsbad-SECOND REVIEW City Permit No.: PREV2023-0 l l l True North No.: 23-01 8-432 Page2 Plan Review Comments RESUBMITT AL INSTRUCTTO S: Please do not resubmit plans until all departments have completed their reviews. Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, ( 442) 339-2719. The City will route the plans to True orth, Planning and Land Development Engineering Departments (if applicable) for continued review. Please utilize the Carlsbad Customer Self Service portal to schedule a time to resubmit. Resubmittals can be made by appointment at https://kiosk.na6.gless.com/kiosk/app/home/92. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. For immediate information on the status of the review, please create an account with the Carlsbad Customer Self Service portal in the link below: https://eg.carlsbadca.gov/EnerGov Prod/selfservice/CarlsbadCAProd#/home GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536. l and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3 V-B Yes 2 NIA sq. ft. Residential Revision 1315 Pine Ave June 25, 2023 ARCHITECTURAL COMMENTS: STRUCTURAL COMMENTS: City of Carlsbad-SECOND REVIEW City Permit No.: PREV2023-0l l l True North No.: 23-018-432 Page3 S l . Truss calculations are provided for the main building only, not the ADU. Clarify if the ADU trusses are part of this submittal. PC2: The provided ADU truss layout plans do not specify trusses with drag loads. Please revise. The clouded trusses below are trusses located within shear wall line and shall be resisting drag loads. Identify the drag loads being resisted on plans, and ensure truss calculation package accounts for the drag loads being resisted. S3. Identify the drag load resisting trusses, and the load to be resisted. PC2: The truss layout plan shows only one truss resisting drag load. All trusses clouded below are along shear wall lines and shall be resisting drag loads. Please revise truss layout plans. Ensure the truss calculations account for the drag loads. PC2: The truss layout plans specify truss T0SGE to resist 1200 lbs drag load, while the truss calculations do not specify the truss to be resisting the 1200 lbs drag load. Please revise truss calculations to account for all drag loads. Residential Revision 1315 Pine Ave June 25, 2023 City of Carlsbad-SECOND REVIEW City Permit No.: PREV2023-0l l l True North No.: 23-01 8-432 Page4 If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. rEND] Transmittal Letter May 30, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential Revision Address: 1315 Pine Ave, Carlsbad CA True North COMPLIANC E SERVICES FIRST REVIEW City Permit No: PREV2023-01 I 1 True North No.: 23-018-432 Applicant Name: Ricardo Mestres Applicant Email: RICARDO@TREARCH.COM True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. 2. Drawings: Electronic copy dated May 16, 2023, by TRE Architecture. Truss Calculations: Electronic copy dated May 10, 2023, by David Merrill Baxter. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the perm it application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below See Notes Below See Notes Below Notes: Valuation, Scope of Work and Floor Area were not provided per the permit application. This project is hourly. Please charge the applicant the following hours of plan review. Review # Hours Rate Total I st 2.5 $120.00 $300 Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Ali Al-Murshid -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engin eer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 Residential Revision 1315 Pine Ave May 30, 2023 Plan Review Comments RESUBMITTAL INSTRUCTIONS: City of Carlsbad-FIRST REVIEW City Permit No.: PREV2023-0111 True North No.: 23-018-432 Page2 Please do not resubmit plans until all departments have completed their reviews. Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Please utilize the Carlsbad Customer Self Service portal to schedule a time to resubmit. Resubmittals can be made by appointment at https://kiosk.na6.gless.com/kiosk/app/home/92. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. For immediate information on the status of the review, please create an account with the Carlsbad Customer Self Service portal in the link below: ht tps ://eg. carlsbadca. gov/En erGov Prod/sel fservi ce/CarlsbadCA Prod#/h om e GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comm en ts generated by the Building Division and/or other City depruiments that will also require your attention and response. Th is attached list of com ments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creatin g a response letter. Indicate which details, specificat ion , or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-3 Type of Construction: V-B Sprinklers: Yes Stories: 2 AreaofWork(sq. ft.): NIA sq. ft. Residential Revision 1315 Pine Ave May 30, 2023 ARCHITECTURAL COMMENTS: STRUCTURAL COMMENTS: City of Carlsbad-FIRST REVIEW City Perm it No.: PREV2023-011 1 True North No.: 23-0 18-432 Page3 Sl. Truss calculations are provided for the main building only, not the ADU. Clarify if the ADU trusses are part of th is submittal. S2. Truss plans shall be submitted to the engineer ofrecord for the overall building for review prior to submittal to the Building Division. The engineer of record shall provide a note on the truss plans or a shop drawing approval stamp stating that the truss plans are in general conformance with the design of the building. The plans submitted to the Building Division shall contain no red line revisions or corrections to the truss package. (Rl06. l) S3. Identify the drag load resisting trusses, and the load to be resisted. If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. [END] Residential Revision 131S Pine Ave City of Carlsbad-FIRST REVIEW City Permit No.: PREV2023-0l l l True North No.: 23-018-432 Page 3 May 30, 2023 ARCHITECTURAL COMMENTS: STRUCTURAL COMMENTS: I SI. ✓s2. Truss calculations are provided for the main building o~)y, not the ADU. Clarify if the ADU trusses are part of this submittal. -~.& T~~S c.Al~ -To£• I 01G!. IN ~ '4u. ~A~ ~C,CtD Truss plans shall be submitted to the engineerofrecord for the overall building for review prior to submittal to the Building Division. The engineer of record shall provide a note on the truss plans or a shop drawing approval stampstatingthatthetrussplansare in general conformance with the design of the building. The plans submitted to the Building Division shall contain no red line revisions or corrections to the truss package. (Rl06. l) 'Tn.u~ L/c'fcnK ' f\At.l .._TAK-"11 6 SlcA.110- Identify the drag load resisting trusses, and the load to be resisted .... ta. -1{1W,~ \A'1 ~ IZfS,IOltJ.1(.E. If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. [END) CITY 20-03-00 T01GE CONV!a NTIONAL El FRAI ING BY 01 ~ERS t! ;; ' !!I "" / -'/ / ~ / • / / '\ / " / / / " / / ' " ✓ / " ' ~ " 02 " ~ ~ I!!!. T""") -,.o ~ ~ ! l's • ~ ~ .. ~ i r\ ~ I I .., ~ .( '111 -11111 ; s s .. 0 ! ~ .. ! ";' .. N ~ SEE UPATED TRUSS LAYOUT 0 .. . .. ;;; .. ,~ ! . I I I NCJft: Aat:Nf. ~ "-Ni PROYIDED FOlt T"1JM ~ OHlY. ftlf'ER TO TitUU CALCUlAllON8ANO [NOl,llfJllOSTil:UCT\IML DAAWHGa NJII ALL NfmtO ~MAT10N. Tli0!1•) IUlloatQ OUIGHEfUlNOtNlllt 0, fil~O IS ~ 'CIR AU NON TIINSB TO TIIIUM CONNlcnoNS. 8UILJ»HO OUIONIEMNOl'fl!.Ut 0, l'llCOltO TO IIEVIEW ANO A#fflOYI! 0, AU DH.GNII "'"°" TO CONITil:UC1'10N. AU.~IIOMS~'1ffOIIBITYO,#IUIOll1JIUSS. ALL OUIQN8 Me MN..L ANO W>A, P #OT MM#CAFB) •Ylfts.SCl,III' 1'lt/U. PLAN FOR THE MAIN RESIDENCE ..-..&. MMQEM SPIECFIIO .,...._ 0111: ~ l'lOOl"mcH:lilXEO Mal HEIGHT JCJL:ED -Al.l ...,.. I CONVlNTlONA&. Jt00f' ,MMHO Wt C>THUI Cll.lHO Jlfl'Ctt. • U.N.O. TM. LIHOTH 1T U.N.O. .HJ. WN..U AT VAUL.TfCATMIDAA&. MEM 8AI.LOON l'llAMl!AtM£ TO TIIIUN IOTTOW: CH0flO U.N.O. TMICZI b CU.H.O. .«UV!. TO TltUU OfOM.VUHQ FOft L0ifll»fO ANO 111:EACTION l'tFOIIINATION ...-.U. llttlSIU ME ~£0 FOR DUO~ OEFU<::TlON TilUSO &flAC..o• 2,f'' U.N.O. M-» WMOM ftf.SIDEHCI -~ ~2: "'°""" -'"'""". OHGIEJtJJFI 1)101•21 T07 ,1: ADU 22-02-00 1~10-00 r·· ,. I § ~ EXISTING ROOF Fl !AMINO TO REMAIN i/"' ~ I/ l's MissioN~:rn.uss 1_..........,,,..1110. LNCl:--.c•--. "'-11M7~, ....... 1MM4 1111UtONT11tU&&.COtlll 20-03-00 .. IL V "' "" "' ~ ~ 'j 0 ~ .. I .. N -- 0 .. I .. .. ~-~ I C') .. ~ : 1 i TIM 1.171 .-oTE: NtC:/!le. ll'UC(IENf !"'I.Ml PRCMCeO FOil T .... l'l.AC8IENT ONI.Y. A:fFVl lO TitUSS -All HANGERS IPECW:lm laPSCllf OR EQl.w.. CALCU.AT10NIN6l f'Nl1E9'10Sl'RUC1\JFW. DRAV.W.S FOR ALL F1JRlHEI N'OMili',TION. -M.L HAMS I C0NYl:NT1CllrW. fllOOF ~ fff ontERI ll&Dl4G ~ OF AECOIID g RBPONSel.E FOR AU NON TRUSS TO TAUU COfiNC1'IOfriS. IULDINO -AU.~ ATYM.ll.TICAnt£0RA&.. ARIAS W100H OE&IQHIERIENOINEB\ ~ MCOM> T'O MVEW NI:> J,,llflftD,lf. Of N..L OESOrlS l"M)fl. TO CONSTitlJtTioN. ~ TO TRUMI aoTTOM CtilRO UH.a. -REFEATO TN.Ml(HQlil((RINGFOfl AI.LDE5'QMs,J,M""""°r,~.u,o#11f'US'S. 1.0AD1NG AHJ REACTION lriFOAIMnoN AU.Ol!SIGHSAMMAL AMO Km •NOT~TS>SY.S:S,0,, 1RUSS. ~ TRUS&fS ME~ FOR 01:AD\DM> 00'\ZCTION AOC)F",rJCHC;;12 CRJNO llffCH;. u.w.o. CONVENl"lONAL FRA~!~G BY Olffll:RS I/ ro IA to T1 _.,1 I / I/ l«El.HE.IOl1TIW" TAI.I.DIGTl'ttrU.N.O TAIL.SIZE: 2118tJ.N.O. TN.JU UACINQ. l4" U.N.0. ---~ ....., "·:=. A<VIIION2 """"""'' TIMeJ5) TIM 1151 ........... ..,....,, MiSSiON~'CRUSS .... ,__. AOOn'OII 1a.wa.ANT1tt0. -· lNCUIDO, CA - DUIOID IF I 11101-22 ""-11~,-~i..-. Re: 13101-22 MITek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R69953888 thru R69953904 My license renewal date for the state of California is June 30, 2022. March 7,2022 Baxter, David IMPORT ANT 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 ANSlfTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independenuy 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 propel1y incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job 13101-22 Truss T01 Truss Type Common Qty 3 Ply R69953888 Job Ref-,ce o al Mission Truss, Lakeside, CA -92040, S-0.12 6.530 a Dec 6 2021 MiTek Industries, Inc. Fri Mar 4 10:40:05 2022 Page 1 IO:swXBOh2IygEdMWJn2vbb3Z\IVl.p9-<4Q?KVmb1P\JFXFliRNV'llwtpl1Po0BuLat2?CMK4reKEO 10-1-a S-0.12 S-0.12 I lS-2-4 I 20-3-0 I 21-3-0 I S-0.12 S-0.12 1-0-0 Seate• 1:36.0 3x8 = 5x8 = 3x4 = 3x8 = 6-9-0 Plate Offsets (X Y}-[9·0-4-0 0-3-01 . . LOADING (psi) SPACING-2-0--0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.07 8-9 >999 240 MT20 220/195 TCDL 21.0 Lumbef DOL 1.25 BC 0.40 Vert(CT) -0.32 8-9 >763 180 BCLL 0.0 • Rep Stress Iner YES VVB 0.28 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code IBC2018/fPl2014 Matr1x-MS 1/Velght 78 lb fTs20% LUMBER TOPCHORD BOT CHORD WEBS 2X4 OF No.1 &BIT G 2X4 OF No.1&BITG 2X4 OF Stud/Std G BRACING TOPCHORD BOT CHORD Structural wood Sheathing directly applied or 3-10-14 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2>0-3-8, 6=0-3-8 Max Horz 2"-32(LC 10) Max Grav 2=1119(LC 1),6•1119(LC 1) FORCES. (lb)· Max. Comp./Max. Ten.· All forces 250 (lb) or less except when Shown. TOP CHORD 2-3--2509/0, 3-4a.2182/0, 4-5=-2182/0, 5-6--2509/0 BOT CHORD 2-9=0/2354, 8-9•0/1540, 6-8=0/2354 WEBS 4-8-o/682, 5-8--512/72, 4-9=01682, 3-9--512/72 NOTES- 1) Unbalanced roof live loads have been oonsidered for this design. 2) Wnd: ASCE 7-16; Vult•110mph (3-second gust) Vasd=87mph; TCDL-S.4psf; BCDL=6.0pst; h•25ft; B=45ft; L•37ft; eave•5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Extertor(2E)-1-0-9 to 2-7-4, lntertor(1) 2-7-4 to 10-1-8, Exter1or(2R) 10-1-8 to 13-9-5, lnterior(1) 13-9-5 to 21-3-9 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 .25 plate grip DOL•1 .25 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 v.tiere a rectangle 3-6-0 tall by 2-0--0 wide will flt between the bottom chord and any other members. 5) A plate rating reductlon or 20% has been apptled for the green lumber members. 6) This truss Is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. .&_WARNING. Venfy ~ par1meter1 and READ NOTES ON THIS A.NO INCLUDED MITEK REFERENCE PAGE Mll-7-473 ,ev 5,11812020 BEFORE USE. Design YOlid for use only wWI MIT-COMOCIOI>. This dellgn Is blHd only upon porame4eB lhown, and is for on lndMdual buldlng 00fl1)0n0f1i, oot o 1NSS oystem. Be-use, the building designe< must Wrify the opplicoblllly of design panmete<s and prope,ty inoorpo<lto this dellQn Imo the overal building dellgn. Bracing lndlealed is to -buckling of lndMduol truss web ondlo< choro membe<s only. Additional '-'Y and pennanent lndnQ Is otwop roqund for slablllly and lo pn,YOnl oolapoe win possllte personal lnjuty and pn)l)er1y damage. Fo, general guidance rogaRflng the llbl1cltion, stO<Oge, d~. OIOCIJon ond lndng of trusses ond INS5 systems, ... ANSVTPl1 Qwll!y Cl1fwfe, OS/Mt end BCSI Bu/ldlnfl ~ ~ lrtlorrMtlot! 1vaH1ble !tom Truss Plate lnstltute, 2070 c,.;n Highway, Suite 203 Waldo<!, MO 20601 March 7,2022 •• MiTek' M1Tek USA, Inc. ~~~~~f!:~• Suitt 270 Job Truss Truss Type Qty P1y R69953889 13101-22 T01B California Gln:ter 1 2 Job Reten,nca lnnlinnAI\ Mission Truss, Lakeside, CA -92040, 8.530 s Dec 6 2021 MITek lndustlles, Inc. Fr1 Mar 4 10:40:06 2022 Page 1 IO:swXBOh21ygEdMWJn2vbb3z~9-YdZjj6ctAoNOsvHexDA9P1IFxCLXdrW1HtxvlXzeKEN 1-1-0-0 I ~7 7-5-0 10-1-8 3-10-9 2-1-13 I 12-3-5 1ll<tf 16-8-9 I 20-3-0 I Scale • 1 :36.0 exe = 2x-4 II 6x8 = ~7 7-5-0 10-1-8 12-10-0 2-8-8 2-8-8 3-10-9 Plate Offsets (X Y)-(4·0-4-0 0-1-121 16·0-4-0 0-1-121 113·0-4-0 0-3-01 I I I I I I LOADING (psf) SPACING-2-()..() CSI. DEFL. In (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.09 11 >999 240 MIT20 220/195 TCDL 21.0 LumberDOL 1.25 BC 0.46 Vert(CT) -0.37 11 >655 160 BCLL 0.0 • Rep Stress Ina NO 'Ml 0.11 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code IBC20181TPl2014 Matrix-MS Weight 178 lb FT• 20% LUMBER TOPCHORD BOT CHORD WEBS 2X4 OF No.1&BtrG 2X4 OF No.1&Btr G 2X4 OF Stud/Sid G BRACING TOPCHORD Structural wood sheathing directly applied or 5-9-1 0 oc pur1ins, except 2-()..() oc pur11ns (5-11-4 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 8=0-3-8. 2=0-3-8 Max Horz 2"24(LC 7) Max Grav 8•2201(LC 1), 2•2291(LC 1) FORCES. (lb)-Max. CompA4ax. Ten. -All forces 250 (lb) or less except when Shown. TOP CHORD 2--3=-5993/0, 3-4a...5777/0, 4-5"-5782/0, f>-6:-5782/0, 8-7"-5781/0, 7-8"-6024/0 BOT CHORD 2-13-0/5657, 12-13-0/5657, 11-12=0/'5500. 10-11..a/5503. 9-10c0/5688, 8-9•0/5688 WEBS 3-12"-373/34, 4-12=0/357, 4-11•0/518, 5-11--629/54, 8-11•0/516, 8-10..0/360, 7-10--387/25 NOTES- 1) 2-ply truss to be connected together with 10d (0.131-xa·i nails as fO!lows: Top chon:ts connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs 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) sectlon. 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) 'Mnd: ASCE 7-16; VUlt•110mpll (3--second gust) Vasd-S7mph; TCDL-S.4psf; BCDL-S.Opsf; h•25ft; B=45ft; L•37ft; eave=SII; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed : end vertical left and right exposed; Lumber DOL•1.25 plate grip DOL•1.25 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chon:t live load nonconcurrent with any other ffve loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chon:t In all areas where a rectangle 3-6-0 tall by 2-()..() 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. 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) Girder canies hip end with 7 -6-12 end setback. 12) Graphical pur1ln representation does not depict the size or the orientation of the pur1In along the top and/or bottom chord. 13) Hanger"(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 693 lb down and 63 lb up at 12-8-4, and 693 lb down and 63 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) Is the responslblli1y of others. LOAD CASE(S) Standard ............ 1 .... ,....,. nn ..,._,...,.? .. WARNING Vertfy det9' ~rametn and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mtl-7473 rev 5'1912020 BEFORE USE Design valid tor use only wlh MrTeke connectOf'I. Thi. design Is based onty upon paf8meters shown, and ls for an ndMdull building COq>Onent, not e truss l)'Slom. Before use, 1lte bulding doSlgno, must Y9fWy 1lte ~ of design__,. end propo,1y ~ this design Into the OYOrll building design. Bl1ldnQ lndlclted Is to -budding of lndMdual truu web and/o< COORI men-. only. Mdlllonll terrc,onuy and pennanern bt8dng Is always roq1ked ror Stlbllty and to -00IOpM wlllt --personal ln/ufY and property demoge. For"""°'"' guidance -!ding 1lte f1bl1catlon, -· delwfy, erection Ind bt1tdng ol lru$MS end truss systen, see ANSI/TPff Quellty c-. oss-n I/Id BCSJ ~ Component ~ ,_ IVllilble from Truss Plate 1"1tltuta, 21170 Crain Highwly, Suite 203 W.ldort, MO 20801 March 7,2022 •• Milek· MITek USA. Inc. 400 Sunfbe Avenue, Suite 270 R.,._.,.,CA...,., Job ! Truss ! Truss Type Qty Ply R69953889 13101-22 T018 Cal~omia Girder 1 2 Job Reference iontlonafl M18SIOfl Truss, Lakeside, CA • 92040, 8.530 s Dec 6 2021 MiTek Industries, Inc. Fn Mar 4 10:40.06 2022 Page 2 ID:swXBOh2IygEdMWJn2vbb3ZWl..p9-YdZij6cfAoNOsvHexOA9P1 IFxCLXdrW1 HfxvtXzeKEN LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lnaease•1 .25, Plate lnaease•1 .25 Unifonn Loads (plf) Vert: 1-4--S2. 4-6~190, 6-8"-112, 14-17=-46(F~26) Concentrated Loads (lb) Vert: 4"-627 6•-627 ... WARNING Verify dnign par•meten and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MU-7473 rev 5119/2020 BEFORE USE Design valid for use only wllh MIT-oonnectors. This design Is based only upon paramete,s shown, and Is ror on ln<IMdual bultdlng COnl)Ofl<lnt, not a truss system. Before use, the building designer must verify lhe 1Pl)llcablrily of design pon1mete,s Ind propa,ty lncofpo,.te this design Into the overen building design. Bracing Indicated Is to prevent budding of lndMclual truss web and/or Chord ment>e,. only. Addllionol ten'C)Onuy Ind pom11nent tnclng ts atftays n9qulred for stability and to prevent collapse wlh possible personal Injury and property damage. For general guk11noe r~111•ding the fabrication, storage, deivel)', oteellon and lncing or trusses and truss systemo,... ANSIITPII QuoMy Cl'lfeM, oss.n ond BCSI ~ ~ ~ ,,,,,,,,_ 1valllble from Truss Plate Institute, 2670 Croin Highway, Sutt• 203 Weldort, MO 20601 Ml Milek' MiTek USA, Inc. ~~~~!-~~· Suite 270 Job Truss Truss Type Qty Ply R69953890 13101-22 T01GE GABLE 1 1 Job Reference (ootklnal\ Mission Truss, Lakeside, CA· 92040, 5-10-6 5-10-6 8.530 a Dec 6 2021 Milek lndustr1es, Inc. Fri Mar 4 10:40.08 2022 Page 1 ID:swXBOh21ygEdMWJn2vbb3zWl.p9-U?gT8odViPd66CQ02eDdUSNZj75J5kCKkz00xPzeKEL 10-11-0 5-0-10 I 1s-11-10 I 21.10-0 p-10-01 5-0-10 5-10-6 1-0-0 Scale • 1:39.8 4X8 = MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x4 .::, -4x12 .:;::. 19 3x4 = 4.00[12 18 7-6-9 7-6-9 17 18 15 3x4 = Plate Offsets (X Y}-[2·0-4-8 0-2-01 [4:0-2-0 0-0-81 [4·0-2-0 0-0-81 (6·0-4-8 0-2-01 . . . . . . . . LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCDL 21.0 LumberDOL 1.25 BC 0.25 BCLL 0.0 • Rep Stress Iner YES WB 0.16 BCDL 10.0 Code IBC2018/TP12014 Matrtx-S 14 13 14-3-7 8-6-13 DEFL. Vert(LL) Vert(Cn Horz(Cn 12 11 in (loc) 0.00 6 0.03 7 0.00 6 10 3x4 = Vdeft n/r nlr n/a 9 Ud 120 120 nla 8 21-10-0 PLATES GRIP MT20 220/195 Weight 136 lb FT•20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.1 &Bir G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G 2X4 OF Stud/Std G BRACING TOPCHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb)- All bearings 21-10-0. Max Horz 2"31(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 17, 11, 9, 6 Max Grav All readlons 250 lb or less atjolnt(s) 18, 16, 14, 13, 12, 11, 9, 8 except 2a446(LC 31), 15=657(LC 1), 10=694(LC 1), 6'-435(LC 35) FORCES. (lb). Max. Comp./Max. Ten .• All forces 250 (lb) or less except when shown. TOP CHORD 3-4"-3/306, 4-5"-4/305 WEBS 3-15"-556185, 4-15--360/33, 4-10--359133, 5-10"'-552185 NOTES- 1 ) Unbalanced roof live loads nave been considered for this design. 2) 'Mnd: ASCE 7-16; Vutt-110mph (3-second gust) Vasd"'87mph; TCDL"8.4psf; BCDL=6.0psf; h•25ft; B■45ft; L•3711; eave•511; Cat. II; Exp B; Endosed; MWFRS (directional) and C-C Exleriof(2E)-1-0-9 to 2-7-4, lntefior(1) 2-7-4 to 10-11-0, Exle<ior(2R) 10-11-0 to 14-6-13, lnter1or(1) 14-6-13 to 22-10-9 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 .25 plate gl1p DOL•1.25 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 ANSVTPI 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 Hve load of 20.0psf on the bottom chord in an areas where a redangle 3-6--0 tall by 2-0-0 wide wtll fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for tile green lumber members. 10) Provide mechanical connection (by otllers) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) 2, 15, 17, 11, 9, 6. 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) No notches allowed In overhang and 10000 from left end and 10000 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 tile stacking chords. For edge-wise notching, provide at least one tie plate between each notch. A_ WARNING Verify~ parametera and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MIi· 7473 rev 5119/2020 BEFORE USE Oos.lgn -for UH only wlh MIT-connoctOB. This deslgn Is based only upon~ shown, 1111d Is for ao -..1 bulding --· not a truss system. Befln use, ~ buldlng designer ,...st YOfffy the oppticabltty of design parameters end propo,1y lnoo<porate this design Into~ CM1111I buildr,g Clesign. lndng Indicated II to PfW','1111! t,uc;ldlng of lndMduol truss web ando'or choRI memt>efo only. Addllonll tempon,,y and ponnanent braanQ Is always ,eqlftCI ror stll!Jllty and 10 -OOllpM wlh ~ pe""'1at lnjLwy and property damage. Fo, ~guidance~ the flbf1catlon, SIOOlge, ~. Of8dion and bradng of trusses and truss system,, aee ANSltrP'1 Quollty Crlflrla, DSB-n and SCSI Bui-,, c_..,, S-,, lnfonnaffoo avallallie fn>m Truss Plote lnstllute, 2070 Crain Highway, Suite 203 \Nald<><f, MO 20e01 March 7,2022 •• Milek· M!Tel< USA. Inc. 400 Surutse Avenue, Suite 270 c--•t.. t".A rwtaa1 7 ,~ 0 Job Truss Truss Type Qty Ply R69953891 13101-22 T02 Helf Hip Girder 1 2 Job Refentnce lo"""""'' Mission Truss, Lakeside, CA .. 92040. 8.530 s Dec 6 2021 MiTek Industries, Inc. Fn Mar 4 10:40:09 2022 Page 1 ID:swXBOh21ygEdMWJn2vbb3z\M.p9-y8Erl8eYTjlzJM?CcMks1fwiJPHKq82TzdAaUrzeKEK 8-2-8 12-3-12 1S-4-10 18-2--0 4-1-<4 4-1-<4 4-1-<4 3-0-14 2-9-6 3x10 = 3x8 II 7x10 = 4-1-<4 8-2-8 12-3-12 4-1-<4 4-1-<4 4-1◄ Plate Offsets (X Y)-I1-Cl-9--12 0-3--01 (4·0-5-4 0-2-81 (6·0-3-8 Edoel 19:0-3-8 0-4--01 110·0-3-8 0-4-41 ' ' ' ' ' ' ' ' ' ' LOADING (psf) SPACING-2-0-0 CSI. DEFL TCLL 20.0 Plate Gtlp DOL 1.25 TC 0.64 Vert(LL) TCDL 21.0 LumberDOL 1.25 BC 0.77 Vert(CT) BCLL 0.0 • Rep Stress Iner NO v.13 0.38 Horz(CT) BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS 5x8 = 7x10 = In (loc) Udell -0.11 10-11 >999 -0.46 10-11 >467 0.09 7 nla 1>4-10 3-0-14 l/d 240 160 n/a 2x4 II 7x10 = Scale • 1 :30.2 7x10 = 7 4X8 = 18-2--0 PLATES GRIP MT20 220/195 Weight: 215 lb FT•20% LUMBER TOPCHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X6DF SSG 2X4 OF No.1 &Bir G BRACING TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-5-4 oc pur1ins. except end verticals, and 2-0-0 oc pur1Ins (6-0-0 max.): 4-8. Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1-0-3-8, 7~ Max Horz 1•101 (LC 5) Max Grav 1■5403(LC 1), 7=5403(LC 1) FORCES. (lb) .. Max. Comp./Max. Ten.· AU forces 250 (lb) or less except when shown. TOP CHORD 1-2"'·13213/0, 2-3"-9746/0, 3-4"-5520/0, 4-5"-3052/0, 5-8"-3052/0, 6--7=-4763/0 BOT CHORD 1-11&()f12514, 10-11"()/12514, 9--10-CW220, 8-9=0/5340 WEBS 2-11•0/1968, 2-10--3578/0, 3-10-0/3537, 3-9=-4778/0, 4-9=0/4479, 4-8"-3790/0, 5-8"-334129, 6-8"()/5538 NOTES- 1) 2i>ly truss to be connected logether with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 .. 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 .. 2 rows staggered at 0-9--0 oc. Webs connected as follows: 2x4 • 1 row at 0-9--0 oc. 2) All loads are considered equally applied to an plies, except If noted as front (F) or back (B) face In the LOAID CASE($) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (BJ, unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wnd: ASCE 7-16; Vutt-110mph (3-second gust) Vasd"37mph; TCDL-S.4psf; BCDL•6.0pst; h=25ft; Bs-4511; L•37ft; eave=5ft; Cat. II; Exp B; Endosed; MWFRS (directional); cantilever left and light exposed ; end vertical left and light exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord ~ve load nonconcurrent with any other rove loads. 7) • This truss has been designed for a Uve load of 20.0psf on the bottom chord In all areas where a rectangle 3-6--0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating redudion of 20% has been applied for the green lumber members. 9) This truss Is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Girder cames tie-in span(s): 22-0-0 from 0-0-0 to 18-2-0 12) Graphical pur1in representation does not depict the size or the orientation of the pur1in along the top and/or bottom chord. LOAD CASE($) Standard 1) Dead + Root Live (balanced): Lumber lnaease=1.25, Plate lnaease~1 .25 £_ WARNING Venty dnq, parameters .,d READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev Sl1Wl020 BEFORE USE Design Vllkl I>< UM only wllh MITe .. c:onnecton,. Thi> design i. bued only upon pera-l'-'1. and lo for an ln<IMdual bulldlng corrc,onent, not 1 wss system. Bemuse, the~ deslg-..,.. w,1fythe appllcabay o1 design pora.,.,... and prope,ty inoofpOfltO lhls de"Ofl lnlo the O\IOnll building deolgn. er.dng lndlclted Is to pn,wm budding ol lndlvtdull trusl web ondlo( chofd membeB only. Addlllonal ..._.ry and pennaoent lndng ii llwoys requred for stobllily and to prevent collapse wlh posslble personal injury and -damage. For general guldancl rogardlng the fllJrtcation, storaci-, -.y, -and braCt1g of trusses Ind trus1 Jysleme.... ANSVTPl1 Qually C-, DS&.ff and BCSI 8ulldlng ~ s.ro,y ,-I VIU-from Truss PIN Institute, 2070 Crain Highway, Suite 203 Wllldo!1, MO 20e01 March 7.2022 •• Milek· MiTot<USA. Inc. 400 Sunrise ......... Sulla 270 o ........ CA...,.t Job I Truss Truss Type Qty Ply R69953891 I 13101-22 T02 Half Hip Girder 1 2 Job Ref8'8nce ro"'""'al' Mission Truss, Lakeside, CA • 92040, 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 4 10.40:09 2022 Page 2 ID:swXBOh21ygEdMWJn2vbb3z~yBErl8eYrJlzjM?CcMks1fwlJPHKq82TzdAaUrzaKEK LOAD CASE(S) Standard Unlfonn Loads (pit) Vert 1--4-..S2, 4-6z.82, 1-7=-523(F:..503) .. WAR.NING-Venfy delign p.rtme-18'$ .,,d READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE tlll-7473 rev. 5119/2020 BEFORE USE Design valid for uM only wllh MIT-connectors. Thi, deSlgn Is bued Only upon ~meters shown, an<I Is for an lndMdual bulldlng a>IT!)OllOl1t, not 1 truss sy,tem. Beforl .,.., ,,,. bulding deslgnerO'<JSI YOftrythe •~ of design...,.,,,...,. and pr_.ty ir-i,o11te tl>ls design Into !he OYOld bulldlng design. llr■dno Indicated II to pre,,ent ~ or lndMdual truss web -dlonS menmers only. Addllonll ""-"IY Ind pennanent bnldng Is llwlys l9q<lif9d for stabilty and to pre,,ent a>lapse wlh possllll po....,11 lnjl.vy Ind pn,peny damage. fo,-' gu.s■nce ,-ro1ng the flbrtclltton, ...... deivery, en,clJon Ind bracing of lrusl<ls ■n<I truss systenw. SN ANSVTPl1 Qi»lly C-. DSIUl and BCS/ BulldlnQ ~ Setety lnfonMl#On avallab6e from Truss Plate Institute, 2970 Crain Highway, Suite 203 W8kkH1', MO 20&01 •• Milek· MiTek USA, Inc. <400 Sunrise Avenue. Suite 270 R_:.. __ .... ,_ ,..,. ........ 1 Job 13101-22 Truss T03 Truss Type FINK Qty 5 R69953892 Job Retetenee al Mission Truss, LakeSide, CA· 92040, 8.530 s Dec 6 2021 MiTek lndustr1es, Inc. Fri Mar 4 10:40:10 2022 Page 1 1D:swXBOh2tygEdMWJn2vbb3zWl.p9-00oDZUfAE1tqLWaPA3F5e!Ts_pi6ZcPCSHv701zeKEJ 10-7-8 15-8-2 21-6-8 5-0-10 5-0-10 S-1~ 7-l-1 Plate Offsets (X Y)-17-0-4-0 0-3-01 . . LOADING (psf) SPACING-2-0--0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 TCDL 21.0 LumberDOL 1.25 BC 0.48 BCLL 0.0 • Rep Stress Iner YES WB 0.30 BCDL 10.0 Code IBC2018/fPl2014 Matrtx-MS 4x8 = 3 1l-11-15 6-&-13 DEFL. Vert(LL) Vert(Cn Horz(Cn In (loc) Vdefl -0.07 6--13 >999 -0.35 6--13 >731 0.09 5 n/a Scale• 1:35.3 lx8 = 21-6-8 Ud PLATES GRIP 240 MT20 220/195 180 n/a Weight: 80 lb FT•20% LUMBER· TOP CHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Stud/Sid G BRACING TOPCHORO BOT CHORD Structural wood sheathing directly applied or 3-3-13 oc pur1ins. Rigid ceYlng directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1-Mechanical, 5=0-3-8 MaxHorz 1--31(LC 10) Max Grav 1•1099(LC 1), 5=1099(LC 1) FORCES. (lb)· Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2--2558/0, 2-3--2241/0, 3-4--2316/0, 4-Sc-2640/0 BOT CHORD 1-7-o/2389, 6--7=0/1629, 5-6•0/2472 WEBS 2-7--482/72, 3-7-0/658, 3-8=0n47, 4,a .... 521m NOTES• 1) Unbalanced roof live loads have been considered for this design. 2) 'Mnd: ASCE 7-16; Vult•110mph (3-,second gust) Vasd"87mph; TCOL"8.4psf; BCDL-S.Opsl'; h•25ft; B-4511; L•37ft; eave•Sft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exteflor(2E) 0-3-8 to 3-11-5, lnterior(1) 3-11-5 to 10-11-0, Extertor(2R) 10-11-0 to 14-6-13, lnter1or(1) 14-6-13 to 21-10-0 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & M'M'RS for reactions shown; Lumber OOL=1.25 plate grip DOL•1 .25 3) This truss has been designed for a 10.0 psi' bottom chord Wve load nonconOJrrent with any other five loads. 4) • This truss has been designed for a Uve load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tan by 2-0--0 wide wtll 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) Refer to glrder(s) for truss to truss connections. 7) This truss is designed In aocordanca with the 2018 lntemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.otb live located at all mid panels and at all panel points along the Top Chord, nonconOJrrent with any other live loads. £ WARNING Verify~ pa~meter• and READ NOTES ON THIS ANO INCLUOEO MITEK REFERENCE PAGE Mll•7473 raw 511 W2020 BEFORE USE Design valkl lor UH only wllh Mrr-connectors. TIiis design is bis«! only upon pe,_,.. shown, end is for"' lndMduol buldlng C:Onl)OOem, not e truss syltem. Bem UM, the buldlng designer must Y9IYy the~ ol design P«llmeteB end propof1y --.,orate this deSlgn Into the --a building design. lndng Indicated Is IO pnr,,,nt bucl<llng of lndMdual uuss web and/o< cllo«f me~,. only. Additional tempO<ary and pennanent bt8clng Is alnys A>qlWod for SUI~ end to -co...,.. wlh posstie personof ~ end propof1y damage. For gonerof guidance~ the fabnc8tlon, ""'-• ddl,oty, ..-ection and bt8clng ol trusses and lNSS aysten-., HO ANsvrFf1 Qw/fty C-OS-and SCSI BuHdlnf1 C--~ ,,__ e"81able from Truss Plate Institute, 2670 Cr'Oln Hlghwoy, Suite 203 WlldO<f, MD 20001 March 7,2022 111· Milek' MTTek USA, Inc. .00 Sunrise Avenue, Sutle 270 D___..'aCJ.OUA< ! Job I Truss Truss Type Qty Ply R69953893 13101-22 T03A Half Hip 1 1 Job Reference '=tionan MIssIon Truss, Lakeside, CA • 92040, &-0-0 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 410:40:11 2022 Page 1 ID:swXBOh2IygEdMWJn2vbb3zWl.p9-uaManqfo?K?gzg9bjmmK64?0WD2HlxumQxfgYkzeKEI &-0-0 12-0-0 &-0-0 1&-9-6 21-3-8 4-9-6 4-6-0 Scale• 1:35.4 4x8 = 2x4 II 3x8 = 3x8 = 5x8 = 3x4 = 4x12 = &-0-0 12-0-0 16-9-6 21-3-8 &-0-0 &-0-0 4-9-6 4-6-0 Plate Offsets ex Y}-13·0-5-4 0-2-41 f9·0-4-0 0-3-01 I I I I LOADING (psf) SPACING• 2-0-0 cs,. OEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.06 9 >999 240 MT20 220/195 TCDL 21.0 LumberDOL 1.25 BC 0.48 Vert(Cn -0.28 8-9 >911 180 BCLL 0.0 • Rep Stress Iner YES WB 0.80 Horz(Cn 0.07 8 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS Weight: 100 lb FT=20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G BRACING TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-9-3 oc purtins, except end verticals, and 2-0-0 oc purtlns (6--0-0 max.): 3-5. Rigid ceiling directly applied or 10--0-0 oc bracing. REACTIONS. (size) 1 =0--3-8, 6=Mechanical Max Horz 1=99(LC 11) Max Grav 1•1078(LC 1 ), 6•1078(LC 1) FORCES. (lb). Max. Comp./Max. Ten .• All forces 250 (lb) or less except when shown. TOP CHORD 1-2•-2610/0, 2-3=-1575/28, 3-4--970/46, 4--5=--970/46, 5-6a.1035/30 BOT CHORD 1-9=-85/2440, 8-9--85/2440, 7-8=-55/1429 v.lEBS 2-9=0/261, 2-8--1082/29, 3-8=0/492, 3-7"-599/28, 4--7--459/64, 5-7'"-11/1304 NOTES· 1) Unbalanced roof live loads have been considered for this design. 2) 'Mnd: ASCE 7-16; Vutt•110mph (3-second gust) Vasd=87mph; TCDL•8.4psf; BCDL=6.0psf; h•25ft; B'"45fl; L•37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0--0-0 to 3-7-13, lnterior(1) 3-7-13 to 12-0-0, Extertor(2R) 12-0-0 to 17-1-15, lnterior(1) 17-1-15 to 21-1-12 zone; cantilever left and right exposed ; end vertical left and rtght exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL•1 .25 plate gnp DOL•1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live toad nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom Chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) fOf truss to truss connections. 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) Graphical pur1in representation does not depict the size or the orientation of the pur1in along the top and/Of bottom chord. ,A. WARNING V•nfydet,gn parameten •nd READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7◄73 rev 5/19/2020 BEFORE USE. Design valid for use only with MiTeke connectors. This design Is based only upon parameters shown, and is for an lndtvklual building OCK1l)Of'Mtnt, not 1 tn,ss system. Bolon! use, the building designer must wnty the 1ppllcability of design paramete,s and ,._,ty lnoorporate this design Into the owraH building design. Bracing Indicated Is to pn,vent bucl<llng of indMdual truss web and/or chord men'bers only. Addlionai temponuy 1nd pennanent bradng Is always 19QUited lo< stability and to pn,wnt oolapse with possible personal Injury end property demage. For general guidance regarding the fal>flcation, sto,age, dellvery, 8f8Ction and bf8clng of trusses and truss systems, see ANSVTPl1 Quollty c-, DSIJ.U -BCSI Bulldlnfl c--_,, __, avlllable from Truss Plate Institute, 2670 Crain Highway, Suite 203 WoldOff, MO 201501 March 7,2022 •• Milek' Milek USA, Inc. ◄00 Sunrise Avenue, Suite 270 "-••"''" CA•"""• Job Truss Truss Type Qty Ply R69953894 13101-22 T03B Hip 1 1 Job Reference CoDtionan M1SS100 Truss, Lakeside, CA· 92040, 7-0-0 8.530 s Dec 8 2021 MITek Industries, Inc. Fr1 Mar 4 10:40:12 2022 Page 1 IO:swXBOh2tygEdMWJn2vbb3zWlp9-Nmw _zAgQme7XbqknHUHZflY90dN71 L YvfbOE4AzeKEH 14-0-0 19-10-I 21-3-8 7-0-0 7-0-0 S.10-I 1-5-4 3x8 = 5x8 = 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets (X Y}-[1 ·0-0-6 Edael [3·0-7-8 0-2-01 [4·0--4-0 0-2-31 [9·0--4-0 0-3-01 I I I I I I I I LOADING (pst) SPACING• 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 TCDL 21 .0 Lumber DOL 1.25 BC 0.57 BCLL 0.0 • Rep Stress Iner YES WB 0.97 BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS DEFL. in Vert(U) -0.09 Vert(CT) -0.35 Horz(CT) 0.08 ◄x12 = 3 3x◄ = (loc) I/deft 9-12 >999 9-12 >716 6 n/a Scale• 1 :35.5 5x8 = 4x4 .;::- 5x8 = S.10-I 1-S-4 Lid PLATES GRIP 240 MT20 220/195 180 n/a Weight 104 lb FT•20% LUMBER TOPCHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G BRACING TOPCHORO BOT CHORD WEBS Structural wood sheathing direclly applied or ~1-0 oc pur1ins. except end ver11cals, and 2-0-0 oc pur1ins (6-0-0 max.): ~ Rigid ceiling direclly applied or 10-0-0 oc bracing. 1 Row at midpt 2-8 REACTIONS. (size) 1~. BcMechanlcal Max Horz 1=109(LC 11) Max Grav 1•1078(LC 1), 6•1078(LC 1) FORCES. (lb)-Max. Comp.JMax. Ten. -AH forces 250 (lb) or less except when shown. TOP CHORD 1-2--2511/0, 2-3"-1282/34, ~•-330/56, 4-5--343/55, 5-8"-1066126 BOT CHORD 1-9"-9512339, 8-9'--95/2339, 7-8"-73/1138 WEBS 2..Qz0/310, 2-8"-1283/21, 3-8■0/587, ~7--1049142, 4-7■-337/81, 5-7a.48/1037 NOTES• 1) Unbalanced roof live loads have been considered for this design. 2) 'Mnd: ASCE 7-16; Vult•110mph (~second gust) Vasd=87mph; TCOL=8.4psf; BCDL=6.0psf; h•25ft; B:4511; L•37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Ex1efior(2E) 0-0-0 to ~7-13, lntefior(1) ~7-13 to 14-0-0, Ex1efior(2R) 14-0-0 to 19-1-15, lnterior(1) 19-1-15 to 19-10-4, Ex1erlor(2E) 19-10-4 to 21-1-12 zone; cantilever left and right exposed; end vertical left and r1ght exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL•1 .25 plate grip OOL•1.25 3) Provide adequa1e drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord Uve load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle ~ tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to glrder(s) for truss to truss connections. 8) This truss Is designed in accordance with the 2018 International Building Code seetion 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) Graphical pur11n representation does not depict the slze or the orientation of the purlin along the top and/or bottom chord. A WARNtNG Venfy de191 parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 511912020 BEFORE USE Design valld for use only wlh MIT-c:onMCIO<S. This design Is bosed only upon~ shown, and Is le< an lndMl!ual buldlng oo_,-,t. not a truss system. Before use, the building designer must Yefffy the applicability of desQn parameters and propert)' Incorporate this design into the owt11I bultllng design. B,adng Indicated Is ., -buclcllng of lndMduat truss woo andl« dlOIII mefTbeB only. Addllonat lempon11y and permanent bradng ts always l9QUinld le<~ and to -collj)M wlh pooslllo pe110n1t ~ and property dlnwge. For gene<lll guicllnce regarding the fabllcatlon, storage,~. eredlon and bracing of trusses and truss systems, IN ANS/ffl'lf Qualfly Crltwla, DS/Ut and SCSI 11-.g c_,,. Saletylnfonnaflon avaitab61 ft'Om iruss Plate Institute, 2&70 Crain Highway, Suite 203 'Nakk>rt, MO 20801 March 7,2022 •• MiTek' MITek us;.. Inc. 400 Sunrise Avenue, Suite 270 o .... aJN.a CA a.uu1;1 Job Truss Truss Type Qty Ply R69953895 13101-22 T03C Hip 1 1 Job Reference tontional' Mission Truss, Lakeside, CA· 92040, S-6-5 8.530 s Dae 6 2021 MtTek Industries, Inc. Fri Mar 4 10:40:13 2022 Page 1 ID:swXBOh2IygEdMWJn2vbb3z'M.p9-rzUMBVh2XyFOC_J_r8ooBV5PXOkrmsx3uF8nddzeKEG 10-9-3 16-0-0 17-10-4 21-3-8 S-6-5 S-2-13 S-2-13 1-10-4 3-S-4 5x8 = 3x4 = S-6-5 S-6-5 S-2-13 Plate Offsets (X Y)-[4·0-5--4 0-2-01 111-0-4-0 0-3-01 ' ' ' ' LOADING (psi) SPACING-2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(Ll) TCDL 21.0 Lumber DOL 1.25 BC 0.48 Vert(CT) BCLL 0.0 • Rep Stress Ina YES 'Ml 0.77 Horz(CT) BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS 16-0-0 S-2-13 In (loc) Udell -0.06 11 >999 -0.26 10-11 >971 0.07 7 n/a 4x8 = 20 3x4 = 17-10-4 1-10-4 Lid 240 180 n/a 4x8 = 5 4x8 = PLATES MT20 3-S-4 Weight: 115 lb Sc.ale= 1:36.7 GRIP 220/195 FTz20% LUMBER TOPCHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G BRACING TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3--10-0 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0--0 max.): 4-5. Rigid celling dlredly applied or 10-0-0 oc bracing. REACTIONS. (size) 1s0-3-8, 7mMechanlcal Max Hotz 1 s114(LC 11) Max Grav 1m1078(LC 1), 7z1078(LC 1) FORCES. (lb). Max. Comp./Max. Ten .• All forces 250 (lb) or less except when shown. TOP CHORD 1-2a..2630IO, 2-3 .... 1799/0, ~-902/41, 4--5"--588/54, 5-6---662/50, 6--7a..1047/48 BOT CHORD 1-11--58/2459, 10-11z..58/2459, 9-10,...74/1645, 6--9a.56/801 WEBS 4-9=0/645, 4--Sz..720/27, 6--8:..32/922, 2-10---888/5, 3--10-0/457, 3--9=-1039/21 NOTES· 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vutts110mph (3--secood gust) Vasd"87mph; TCDL"8.4psf; BCOLz6.0psf; h=2511; B...Sft; L=37ft; eave=5ft; Cat. II; Exp B; Endosed; MWFRS (directional) and C-C Ex1erior(2E) 0-0-0 to 3--7-13, lnter10<(1) 3--7-13 to 16-0--0, Ex1erior(2E) 16-0--0 to 21-1-12 zone; cantilever left and right exposed; end vertieal left and right exposed;C--C for members and f0<ces & MWFRS for reactions shown; Lumber DOL•1 .25 plate grip DOL•1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord Nve load nonconcurrent wtth any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3--6--0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to glrder(s) for truss to truss connedlons. 8) This truss Is designed in acoordance 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, nonconcurreot with any other live loads. 10) Graphical puriin representation does not depict the size or the ofientation of the puriin along the top and/or bottom chord. • WARNING -Venfy deeign per1met.-1 and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 511912020 BEFORE USE Dulgn valid for use ontywih M!TekeoonneaOB. 1111s design Is bOsed only upon paramote<s shown, and Is to, 111 lndl\llclt31 bullding C:Olll)C)OOnt, not a truss system. Befont use, the ~ designer rrust Wftfy the appllcabMy of design ,,.,.,,.tanl and proj)Of!y lnco<ponoa this design Into the _,.. building de>lgn. B<acing Indicated I& ., .,,...,.... bud<ling ol lndMdual truss web andlo( cllonl rnerrl>er, only. Addllonal ~,y and permanent lncing Is always required for stability and ., PfOWfll collapse wilh ~ po--, ir.,,y and property damage. Fo, general guidanoa n,gaRling the -• lto,oge, delve<y, e<ecllon and lncing of trusses and truss Syslerns, see ANSl/rPH QwlltyCt1twlo, OSB-ff OildBCSI 8ulldlng eon_.. SMl(y tnft>rrnltlon avaHabte from Truss Plate Institute, 2870 Crain Highway, Suite 203 WIJdorf, W> 20801 March 7,2022 •• Milek' MITekUSA, Inc. ~~'!'!'5!:'~~~· Suite 270 JOb Truss Truss Type l~cy IPcy 1 I JOb Reference loctionall R69953896 13101-22 T03D Common Mission Truss, Lakeside, CA -92040, 5-7-11 5-7-11 8.530 a Dec 6 2021 M!Tek Industries, Inc. Frt Mar 4 10.40.14 2022 Page 1 ID:swXBOh2IygEdMWJn2vbb3z'M..p9-J92kOrtglFNFq7uAPvK1 kjdZHQ3IVF5C6vtK93zeKEF 11-~7 5-7-11 16-11-2 21-3-8 5-7-11 4-4-6 4.00[12 3x5 ,,; 8 3x8 = 5x8 = 7-1-3 14-2-5 7-1-3 7-1-3 Plate Offsets (X Y}-[8·0-4-0 0-3--01 ' ' LOADING (psf) SPACING-2--0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) TCDL 21.0 LumberDOL 1.25 BC 0.53 Vert(C1) BCLL 0.0 • Rep Stress Iner YES \NB 0.96 Hor.z(C1) BCDL 10.0 Code IBC2016/TPl2014 Matrtx-MS 4x8 = In (IOc) 1/defl -0.09 8-11 >999 -0.32 8-11 >794 0.07 6 n/a 21 Ud 240 180 n/a 4x12 = Scale z 1:37.8 ◄ 18 22 7-1-3 PLATES MT20 Weight: 99 lb 6 3x6 = GRIP 220/195 FT•20% LUMBER TOPCHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&BtrG 2X4 DF Stud/Std G BRACING TOPCHORD Structural wood sheathing directly applied or ~-8 oc purllns, except end verticals. BOT CHORD Rigid celling directly applied or 10--0-0 oc bracing. REACTIONS. (size) 1-0-~. SsMechanlcal Max HOIZ 1•117(LC 11) Max Grav 1=1146(LC 17), 6=1164(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2"-2738/0, 2-3=-2480/0, 3-4a-1268/35, 5-a=-336/54 BOT CHORD 1-8'4112603, 7-8"-55/1661, 6-7=-47f709 WEBS 2-8=-500/61, ~=0/889, 3-7"-841/54, 4-7•0/1048, 4-aa.1124/37 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) \Mnd: ASCE 7-16; Vutt=110mpll (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25fl; 8"'4511; L=37fl; eave=5fl; Cat. II; Exp B; Enclosed; MVI/FRS (directional) and C-C Extelior{2E) 0--0-0 to 3-7-13, lntelior{1) 3-7-13 to 16-11-2, Exter1or(2R) 16-11-2 to 20-6-15, lntertor(1) 20-6-15 to 21-1-12 zone; canUlever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL•1 .25 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 3-6-0 tall by 2--0-0 wide wm flt between the bottom chord and any other members, wl1h BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to glrder(s) for truss to truss connectiOns. 7) Tois 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. £_ WARNING Verity dMign pel'8meters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE Design valid lo( use onty wllt1 MIT-conneclo,s. This cleslgn ls bued only upon paramotffl shown, end ls lo< an lndMdual building component, not • truss system. Before use, Ille building designer must Yef1fy tile appllcabllty of design parameters and prope,1y lncotporate this design Into the ovenift bulldlng design. Bracing Indicated lo to prevent bucl<Jlng of lndMduel truss web and/or chon! molOOffl only. ,\dditlonal temporary and pennanenl bracing Is always o,qund to< slabii1y and to preYOfll collapse willl possible personal injury and property damage. For genenil guidance rwgaroing the fabftcatlon, SI'"-, detl¥ory, eroctlon and bnlcing of trusses and truss systems, see ANSI/TPff Quellty Ctfiwfa, DSNI and SCSI Sul/ding C-- 5.r.ty lnfOtmatlon avaHabte from Truss Plate Institute, 2870 Crain Highway, Suite 203 Wlldoff, MO 20e01 March 7,2022 •• Milek' MITek USA, Inc. 400 Sunrise Avenue. Sutt& 270 D ... -,m ... (".A 9caa4 Job Truss Truss Type Qty I Ply R69953897 I 13101-22 T03GE GABLE 1 1 Job Reference looliMall Mission Truss, Lakeside, CA -92040, 8.530 s Dec 8 2021 MITek lndustJles, Inc. Fn Mar 4 10:~:16 2022 Page 1 ID:awXBOh2tygEdMWJn2vbb3z'l'vtp9-FY9UpXJxqsez3R2Z'M<MVp8jw1EqKzMIVaDMRDxzeKED I -1-0-0 I 5-5-8 10-11-0 1-0-0 5-5-8 5-5-8 I 16-1-4 I 21-3-8 I 5-2-4 5-2-4 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x4 = 18 3x4 = 7-1-3 7-1-3 17 18 3x-4 = 15 Plate Offsets (X. Y}-12·0-1~ 0-2--01 12·0-+-0 Edael [4·0-2--0 0-0-41 [4·0-2--0 0-0-al . . . I I I I LOADING (psi) SPACING-2--0--0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCDL 21.0 LumberDOL 1.25 BC 0.17 BCLL 0.0 • Rep Stress Iner YES W8 0.19 BCDL 10.0 Code IBC2018/TPI2014 Mabix-S 14 Saile• 1 :37.3 4x8 = 13 12 11 10 9 8 3x◄::::, 3x4 = 14-2-5 7-1-3 7-1-3 OEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.00 1 n/r 120 MT20 220/195 Vert(CT) 0.04 1 n/r 120 Horz(CT) 0.01 6 n/a n/a weight: 134 lb FT• 20% LUMBER TOPCHORD BOT CHORD WEBS OTHERS 2X4 OF No.1&Blr G 2X4 OF No.1 &Bir G 2X4 DF Stud/Std G 2X4 OF Stud/Std G BRACING TOPCHORD BOT CHORD Structural wood sheathing diredly applied or 6--0--0 oc purtins. Rigid ceiling diredly applied or 6--0--0 oc bracing. REACTIONS. (lb)- All beartngs 21 ~ Max Horz 2=32(LC 11) Max Uplift All uplift 100 lb or fess atjoint(s) 16, 10, 8 Max Grav All readlons 250 lb or less atjolnt(s) 17, 15, 14, 13, 12, 11, 9, 8, 7 except 6•362(LC 35), 2"'457(LC 31), 16•582(LC 1), 10=633(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-265/50, 3-4~25/300, 4-5=-16/283, ~"-263/53 WEBS 3-16"-573/137, 4-16--386/71, 4-10s...393/72, S-10"-536/133 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult-110mph (3-second gust) Vasd-S7mph; TCDL"'8.4psf; BCDL=6.0psf; h•25ft; B--4511; L•37ft; eave•2ft; Cat. II; Exp B; Endosed; MWFRS (directional) and C-C Come~JE)-1--0-9 to 2-7-4, Extertor(2N) 2-7-4 to 10-11--0, Corn~3R) 10-11--0 to 14-&-13, Exterior(2N) 14-&-13 to 20-6-5 zone; canrnever left and right exposed; end vertical left and right exposed;C-C for members and forces & M'M'RS for readlons shown; Lumber DOL•1 .25 plate grip DOL•1 .25 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (nonnal to the face), see Standard Industry Gable End Oetalls as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Ali plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord beartng. 6) Gable studs spaced at 1-4--0 oc. 7) This truss has been designed for a 10.0 psi bottom chord Nve 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 ail areas where a rectangle 3-6--0 tall by 2-0-0 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 100 lb uplift at jolnt(s) 16, 10, 8. 11) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at ail mid panels and at all panel points along the Top Chord, non concurrent with any other live loads. 13) No notches allowed in overhang and 10000 from left end and O from right end or 12' along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates requlred at 2--0--0 o.c. maximum between the stacking chords. For edg&-wise notching, provide at least one tie plate between each notch. ... WARNING Verify da91 perameten end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 ,.., 511912020 BEFORE use Doslgnvalid lo< use ontywilh MIT-connedo,s. Thlsdes<gn ls bued only upon para-..S shown, and Is for an lndMdual buldlng 00"1JOO"nl, not a truss system. Belon! use. Ille buldJng deslgne, mus, YO<tly Ille applcabllly of design pa,amoten and prol)Ofly lncotpome this design Into Ille ovoral building design. Br1ldng Indicated Is IO preyon1 bu""1g of lndMdual truss web and/of cnoc-d memba<s only. Addtional 11,rcx,my and pormano,,t bnolng Is alwoys raqun,d lo< stablllly and IO pro\lOfll collapse wkh _.,.. po,...11 Injury and propo,ty damage. F0< geneBJ guldanco ~ Ille -.11.._, .,_.,, erectloo and brxt,g of lruSSa Ind trusa 1ystonw. -ANSVTPII Qwlly~ DS&-n-BCS/ 8ulldlng ~ Sot.ly ,,_ avaiable from Truss Plate lnslitute, 2&70 Crain Highway, Suite 203 WaldOrf, Mil 20e01 March 7 ,2022 •• Milek· MITekUSA, Inc. ~~~~~1~· Suite 270 Job Truss Truss Type Qty Ply R69953898 13101-22 T05 COMMON 7 1 Job Reference loDllonall M1ss1on Truss, Lakeside, CA • 92040, $-7-11 8.530 s Dec 6 2021 MITek Industries, Inc. Fli Mar 4 10:40:18 2022 Page 1 ID:swXBO!l21ygEdMWJn2vbb3Z'M.p9-BwHFEDIBMUuhJIBxe10zuZoD51LnR8No1WrYlqzeKEB $-7-11 11-3-7 3-1-11 16-11-2 I 19->2 I 22-6-13 I 28-2-9 I 33-10-4 I 2-6-0 2-6-0 3-1-11 $-7-11 $-7-11 3x4 = 3x8 -:::;. 27 6 28 3x8 "=: 4.00[12 3x8 -,::;. 3x8 "" 13 3x4 = 3x8 = 3x8 = 12 4x12 = 4x12 = 7x14 M18SHS = 8-$-9 14-$-2 16-11-2 8-!>-9 > 11-9 I 2-6-0 19-$-2 2>4-11 $-11-9 Plate Offsets CX Yl-[2·0-0-3 Edael 16'0-2-0 Edael [10·0-0-3 Edael l12·0-2-12 0-2-01 ' ' ' ' ' . ' ' LOADING (psi) SPACING-2-0-0 CSI. DEFL. In (loc) 1/defl TCLL 20.0 Plate Grtp DOL 1.25 TC 0.70 Vert(LL) -0.35 13-14 >999 TCDL 21.0 LumberDOL 1.25 BC 0.88 Vert(CT} -1.18 13-14 >344 BCLL 0.0 • Rep Stress Iner YES \/1/B 0.69 Horz(CT} 0.28 10 n/a BCDL 10.0 Code IBC2018/TPl2014 Ma1rlx-MS Scale= 1:58.5 3x4 = 4x12 = 8-$-9 IJd PLATES GRIP 240 MT20 220/195 180 M18SHS 220/195 n/a Weight: 155 lb FT" 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No.1&Btr G 2X4 DF No.1&Btr G 2X4 DF Stud/Std G BRACING TOPCHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-5-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 10=0-3-8, 2a0-3-8 Max Horz 2z52(LC 11) Max Grav 10=1957(LC 19), 2=2032(LC 19) FORCES. (lb)-Max. Comp.JMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5202/0, 3-4"--4771/0, 4-5"-3874/0, f>-6"-649/41, 6-7=-671/36, 7-8=-3841/0, 8-9=-4755/0, 9-10,.-5209/0 BOT CHORD 2-14c0/4909, 13-14=0/4117, 12-13a()/3610, 11-12c0/4053, 10-11 z0/4920 WEBS 8-12=-836/29, 8-11=0/698, 9-11 "-616/70, 4-13=-697/17, 4-14z0/631, 3-14•-595/67, 5-13=0/1066, 7-12z0/867, 5-7•-3176/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 Row al mldpt f>-7 2) \II/Ind: ASCE 7-16; Vutta110mph (3-second gust) Vasd■87mpll; TCDL"8.4psf; BCDL•6.0pst; h,.2511; B"45ft; L•37ft; eavez5ft; Cat. II; Exp B; Endosed; MIIIIFRS (directional) and C-C Extertor(2E) -1-0-9 to 2-7-4, lntertor(1) 2-7-4 to 16-11-2, Extertor(2R) 16-11-2 to 20-6-15, lnterlor(1) 20-6-15 to 33-10-4 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MIIIIFRS for reactions shown; Lumber DOL•1.25 plate grip DOL•1 .25 3) 200.0lb AC unit load placed on the bOttom clloro, 16-11-2 from left end, supporled at two points. f>-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bOttom cllord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a 6ve load of 20.0psf on the bottom cllord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wlll flt between the bOttom cllord and any other members, with BCOL " 1 O.Opst. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed In acoordance 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 atl mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. £_WARNING· Verify deai'1J parameten and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7•473 rev 511 lil/2020 BEFORE USE. Design valid for use ontywilh MfTeke connectors. This design is based omy upon parameters $h0Wn, and is tor an lndMdull bulding 00"1)0flent, not a truss system. Before use, the building desjgner must ve,tty the apptieabillty of dffJgn parameten1 and property WlCOl'J)Orate this design Into the owraa bulldwlg design. Bnlclng lndlcatod Is to prevent budding ol lndMdual truss wet> and/or choro mon1>efs only. Addllonal 18,,_.IY and permonent bracing is always required for stability and to prevent ooMapse wtth possJbte person at kljury and property damage, For genentl guidance regardklg the fabf1catlon, storage, d-iy. erection and bfadnll of trusses and truss systems. see ANSl/l'Plf Qw#fy c,_., DSIUt and SCSI BulldfnQ C-ont S.r.tylnfomulflon avallab6e from Truss Plate Institute, 2870 Crain Highway, Suite 203 Wakk>rf, MO 20601 March 7,2022 •• Milek· M/Tek USA, Inc. 400 Sunrise AY90u8, Suite 270 R•__,,le. CA 9'"'" Job Truss Truss Type Qty Ply R699~I 13101-22 T05A COMMON 7 1 Job Reference loolionall M1ss1on Truss, Lakeside, CA• 92040, 8.530 s Dec 6 2021 MITek lndustr1es, Inc. Frt Mar 4 10:40:20 2022 Page 1 ID:swXBOh2IygEdMWJn2vbb3zWl.1)9-8JP?!vmRl58PY2LKl9QR_IZbr1Fv1s5VqK/MjzeKE9 5-7-11 11-3-7 14-5-2 16-11-2 5-7-11 5-7-11 3-1-11 2-6-0 ~~ I 2;_t,\3 I ~~i~ I 3:1~<;: I 3x4 = 4x12 = 3x4 = 3x6 = 7x14 M18SHS = 19-5-2 2-6-0 4x12 = 25-4-11 5-11-9 Plate Offsets CX Y}-11·0-0-3 Edael 15·0-2-0 Edael 19·0-0-3 Edllel 111·0-2-12 0-2-01 . . . . . . . . LOADING (psf) SPACING-2-0-0 CSI. DEFL. In (loc) Vdefl TCLL 20.0 Plate Grtp DOL 1.25 TC 0.70 Vert(LL) -0.35 12-13 >999 TCDL 21.0 Lumbef OOL 1.25 BC 0.66 Vert(CT) -1.19 12-13 >343 BCLL 0.0 • Rep Stress Ina-YES WB 0.69 H012(CT) 0.26 9 nla BCDL 10.0 Code IBC2016/TPl2014 Matr1x-MS Scale• 1:57.0 3x4 = 4x12 = 33-10--4 6-5-9 Ud PLATES GRIP 240 MT20 220/195 160 M16SHS 220/195 n/a Weight: 154 lb FT=20% LUMBER TOP CHORD BOT CHORD 'A'EBS 2X4 OF No.1&Btr G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G BRACING TOPCHORD BOT CHORD 'A'EBS Structural wood sheathing directly applied or 2-5-4 oc purtlns. Rigid catting directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1-o-3-a, 9,.0-3-a Max Horz 1"48(LC 11) Max Grav 1•1958(LC 19), 92 1958(LC 19) FORCES. (lb)· Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2"-5221/0, 2-3"-4764/0, 3-4•-3876/0, 4-5=-649/41, 5-62 -671/36, 6-7~3845/0, 7-6"-4759/0, 6-9"-5212/0 BOT CHORD 1-13-0/4928, 12-13=0/4124, 11-12--0/3614, 10-11=0/4057, 9-1020/4923 'A'EBS 7-11&.836128, 7-10-0/698, 6-10--616170, 3-12~902117, 3-132 0/641, 2-13a.599n3, 4-12,s()/1067, 6-11=0/867, 4-6"'-3181/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 Row at mldpt 4-6 2) Wnd: ASCE 7-16; Vultz110mph (3-second gust) Vasd=87mph; TCOL-S.4psl; BCDL•6.0psf; hu25ft; 8=4511; L•37ft; eave•5ft; Cat. II; Exp B; Enclosed; MVI/FRS (directional) and C..C Extertor(2E) 0-0-0 to 3-7-13, lntertor(1) 3-7-13 to 16-11-2, Exter1or(2R) 16-11-2 to 20-6-15, lnter1ol(1) 20-6-15 to 33-10-4 zone; cantilever left and rigllt exposed ; end vertical left and right exposed;C-C for members and forces & MVIIFRS for reactions shown; Lumber DOL•1 .25 plate grip DOL"'1.25 3) 200.0lb AC unltload placed on the bottom chord, 16-11-2 from left end, supported at two polnls, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord five load nonconcurrent with any other five loads. 6) • This truss has been designed for a Uve load of 20.0psf on the bottom chord in au areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss Is designed In acrordanoe with the 2016 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a movtng concentrated load of 250.0lb llve located at all mid panels and at all panel points alOng the Top Chord, nonconairrant with any other live loads. • WARNING Venfy dee,gn pat0me,_. and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE l,U~7473 rev 5119/2020 BEFORE USE Oeslgn wlld lo< use only with MrTekeconnectOfO. This design ts bued only upon parameters shown. and Is lo< an lndMdual buldillg oon,ponem, not a lNSS syslem. Be-use, the buldr,g deslglW must~ the applicabaly ol~n penmeters ■rd property lneorpOrate lllls design Into the...,., buildtng design. e,.,,ng Indicated Is to -budding of lndMdual INSS web and/or ChOnl members only. AdOlion■l -,Y Ord ponnanenl bnldng Is always required lo< Slabil1y and to -oollapee with possMllo penooal ln)u,y and property"""-· Fo, general gutdanoe ~ the fabrlcallon, sto,age, d.-Y, -ar<I btadng ollrUSSeS ard 1NSS syste.,.., see AHsvrl'ff QwltyCrllwllt, OS--SCSI Bui/ding c,..,,,,..,_ s-, ,_ avaiable from Truss Plale lns111ule, 2e70 Crain Highway, Suile 203 Waldo<!, MO 20801 March 7,2022 NI Milek· MITtkUSA, Inc. 400 sunnse Avenue, Sune 270 0 ---... l'-A.9~1 Job Truss Truss Type Qty Ply R69953900 13101-22 T05GE GABLE 1 1 Job Reference 1ont;ooa11 M,ss,oo Truss, Lakeside, CA -92040, 5-7-11 8.530 s Dec 6 2021 MITak Industries, Inc. Fn Mar 4 10.40.25 2022 Page 1 1D:swX80h21ygEdMWJn2vbb3zWLp9-UGCuicqaidmheqEHY]OCh1aS?su4aPyqe6202wzeKE4 11-3-7 16-11-2 22~13 26-2-9 33-10-4 I 5-7-11 I 5-7-11 I 5-7-11 I 5-7-11 5-7-11 5-7-11 MT 1.5X3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3xe ~ 27 26 25 24 23 22 21 20 19 18 3x4 = 3x4 = 6-5-9 16-11-2 6-5-9 6-5-9 Plate Offse1s (X Y)-[1·0-4-10 Edael [H)-4-10 Edael ' ' ' ' LOADING (psf) SPACING-2--0-0 CSI, TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 21.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 * Rep Stress Iner YES WB 0.25 BCDL 10.0 Code IBC2018/TPl2014 Matrix-S 4x8 = 17 18 3x8 = DEFL. Vert(ll) Vert(CT) Horz(CT) 15 in n/a n/a 0.01 14 2~11 6-5-9 (loc) . 7 Scale• 1:56.4 13 12 11 10 9 3x6 ~ 3x4 = 33-10-4 6-5-9 Vdefl Ud PLATES GRIP nta 999 MT20 220/195 n/a 999 n/a n/a Weight: 258 lb FT=20% LUMBER TOPCHORD BOT CHORD WEBS OTHERS 2X4 DF No.1&BtrG 2X4 DF No.1&Btr G 2X4 DF Stud/Sid G 2X4 OF Stud/Std G BRACING TOPCHORD BOT CHORD Structural wood sheathing direcUy applied or 6.().-0 oc pur1ins. Rigid ceiling direcUy applied or 6.().-0 oc bracing. REACTIONS. (lb)- All bear1ngs 33-10-'4. Max Horz 1z46(LC 11) Max Uplift All uplift 100 lb or less at jolnt(s) 11, 23, 26, 9 Max Grav All reactioos 250 lb orlesi; atjoint(s) 27, 26, 25, 24, 22, 21, 20, 19, 16, 15, 14, 13, 12, 10, 9, 8 except 1=388(LC 33), 7,.376(LC 39), 17=769(LC 1), 11=778(LC 24), 23=825(LC 23) FORCES. (lb)-Max. Cornp.h.1ax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2•-300/42, 2-3'"-23/417, 5-6s..17/381, 6-7=-305/39 BOT CHORD 1-27=-3/255, 26-27=-31255, 25-28s..3/255, 24-25=-31255, 23-24....:3/255, 10-11•-4/264, 9-10=-4/264, 8-9=-4/264, 7-8=-4/264 WEBS 4-17~504/34, 5-17~270/56, 5-11:..584153, 6-11'Yl11/83, 3-17=-251/53, 3-23=-618/58, 2-23=-856/89 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt•110mpll (3-second gust) Vasd"87mpll; TCDL■8.4psf; BCDL"'6.0psf; h=25ft; B"45ft; L•37ft; eave,.5ft; Cat. II; Exp 8; Enclosed; MWFRS (directional) and C-C Exter1or(2E) ~ to 3-7-13, lnterior(1) 3-7-13 to 16-11-2, Exter1or(2R) 16-11-2 to 20-6-15, lntertor(1) 20-6-15 to 32-11-13 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 .25 plate gr1p DOL=1 .25 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 quallfled building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1~ 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 3-6-0 tall by 2-0-0 wide will flt 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 connecllon (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 23, 28, 9. 11) This truss Is designed In accordance with the 2018 lntemational 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 end at all panel points along the Top Chord, nonconcurrent with any other live loads. 13) No notches allowed in overhang and O from left end and O from right end or 1 T' 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 olate ti..tween each notch. ,A. WARNING -Venfy deti"1 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119'2020 BEFORE USE Design valid for use onty with MrTeke connectors. This design is based onty upon parameters shown, and is for an lndMdual buikting oo~ent, not a truss system. Bebe use, the building dKlgner must verify the applicebilty of design parameters and property Incorporate this design Into thfl overau building design. Bracing Indicated Is to pre,,em buckling or lndMdual lN5S web and/or chord menilers only. Additional temporaoy and ponnanent bladng ts always required for stability and IO prevent c:olapse wktl possl>le pel'IOf'lal lnJu,y and property damage. For general guklance regarding the rabflcallon. Sl""'09, dell/Of}', erection and bracing of trusses and truss systems,... AHSltrPr1 QualltyC""'1o, DSB-n -BCSI BuHdlng COfflP()tNllt SllffJty lntorrn.tlon avelable from Truss Plate Institute, 2970 Crain Highway, Suite 2031-MlkkM'f, MO 20801 March 7,2022 •• Milek· MrTek USA, Inc. ~~':.~.:~~~· Suite 270 Job Truss Truss Type Qty Ply R69953901 13101-22 T06 Common 1 1 Job Reference lnnlinnal) MIssoon Trun , Lakeside, CA -92040, 8.530 I Dec 6 2021 M!Tek Industries, Inc. Fri Mar 4 10:40.26 2022 Page 1 IO:swXBOh2IygEdMW.kl2vbb3z\M.p9-yTmGwyrCTxuYGzoU6QXrOF7dqGCyJuXztmnzaMzeKE3 -2-0-0 10-10-0 12-10-0 2-0-0 LOADING (psi) SPACING-2--0--0 TCLL 20.0 Plata Grip DOL 1.25 TCDL 21.0 LumberOOL 1.25 BCLL 0.0 • Rap Stress Ina YES BCDL 10.0 Coda IBC2018/TPl2014 CSI. TC 0.46 ec 0.35 \NB 0.10 Matrix-MS 4x8 = 3 DEFL. Vert(LL) Vart(CT) Horz(CT) Scale: 1/2"•1' 3x8 = 10-10-0 In (loc) Vdefl Ud PLATES GRIP -0.05 6-12 >999 240 MT20 220/195 -0.11 6-12 >999 180 0.02 4 n/a n/a Weight: 38 lb FT• 200,1, LUMBER TOPCHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&BtrG 2X4 OF Stud/Std G BRACING• TOP CHORD BOT CHORD Structural wood sheathing dlredly applied or 6-0-0 oc pur1ins. Rigid ceiling diredly applied or 10--0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 4=0-3-8 Max Horz 2•21(LC 11) Max Grav 2•720(LC 1 ), 4•720(LC 1) FORCES. (lb) -Max. Comp.iMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3"-951/96, 3-4-951199 BOT CHORD 2~~11/874, 4-6-11/874 WEBS ~•0/250 NOTES- 1) Unbalanced roof llve loads have been considered for this design. 2) 'iMnd: ASCE 7-16; Vult•110mph (3-sacond gust) Vasd•87mph; TCDL-S.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; aava•5ft; Cat. II; Exp B; Enelosed; MWFRS (directional) and C-C Extar1or(2E)-2-0-9 to 1-7-4, lntar1or(1) 1-7-4 to 5-5-0, Extarior(2R) S-5-0 to 9-0-13 , lntar1or(1) 9-0-13 to 12-10-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL•1.25 plate grip DOL•1.25 3) This truss has bean designed for a 10.0 psf bottom chord Hve load nonconcurrent with any other Hve loads. 4) • This truss has been designed for a Uve load of 20.0psf on the bottom Chord In all areas where a rectangle 3-6-0 tall by 2--0--0 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) This truss is designed in accordance with the 2018 lntematlonal Building Code sec:lion 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has bean designed for a moving concentrated load of 250.0lb llve located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other llve loads. ... WARNING Venfy dft1gn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 511912020 BEFORE USE Oeslgn Yllid lo<useonlywilh MIT-COMOCIOB. Thlsdeolgn ls besed onlyupon poramote,, si-,, and Is for en lndMc!uolbulldlng~ not a lnlss system. Before use, the building designer must wrily lhe applicabilly o/ design parametO<S and propei1y lncotl><>rale 1h11 delign Into Ille OW<d building design. Bnlclng Indicated Is to inwnt buc«Jlng of lndMdoal IMS web and/0< chonl ,,,....,.,. only. Addllonal ten~nuy and pennonent bracing Is alwlys requnc, lo< llal>llly and lo Jn"""" oolapse wlh ~ personal lnJuty ond pn)j)Of1y damage. Fot general guolanee ~ the -.... storage, d.-Y. Of9Gtlon and bntclng Of trusses and truss systems, see ANSI/TPl1 Quo~ 0-, 0$8,ff-BCSJ Bulld/nfl ~ ~ lnl'otmallon available from Truss Plate lnstlbrte, 2870 Crain Highway, Suite 203 Waldorf, MO 20601 March 7,2022 •• Milek· MiTek USA. Inc. <400 Sunrise Avenue, Suite 270 A~.CA9.c.a.4 \ Job Truss Truss Type Qty Ply R69953902 13101-22 T06GE GABLE 1 1 Job Reference 1o"tiona1I Mission Truss, Lakeside, CA -92040, -2-0-0 8.530 s Dec 6 2021 Milek Industries, Inc. Fn Mar 4 10.40.28 2022 Page 1 10:swXBOh21ygEdMWJn2vbb3zWLp9-vru1KetS?Y8GVHysOraJlgCzp3vinoKGK4G4eFzeKE1 I 10-10-0 I 12-10-0 I 2-0-0 5-5-0 5-5-0 2-0-0 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 5-5-0 5-5-0 Plate Offsets (X Y)-12-0-4-12 0-2-01 13·0-2-0 0-0-121 13·0-2-0 0-0-121 14·0-4-12 0-2-01 . . . . . . . ' LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 21.0 LumberDOL 1.25 BC 0.20 BCLL 0.0 • Rep Stress Iner YES W8 0.08 BCDL 10.0 Code IBC2018/TPl2014 Matrix-$ 2x4 = 4x8 = 2x4 II 2x4 II DEFL. Vert(LL) Vert(CT) Horz(CT) In (IOc) 0.00 4 -0.01 5 0.00 4 Scale= 1:24.8 10-10-0 5-5-0 Vdefl Ud PLATES GRIP n/r 120 MT20 220/195 n/r 120 n/a n/a W81ght: 54 lb FT=20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.1&BtrG 2X4 OF No.1&B1r G 2X4 OF Stud/Std G 2X4 OF Stud/Sid G BRACING TOPCHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All beartngs 10-10-0. (lb)-MaxHorz 2=19(LC 11) Max Uplift All uplift 100 lb or less a1 joint(s) 2, 4, 6, 7 Max Grav All reactions 250 lb or less atjoint(s) 9, 7, 6 except 2=488(LC 29), 4=476(LC 31), 8•«5(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wnen sllown. WEBS ~"-450/151 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult•110mph (3-second gust) Vasd"87mph; TCDL=8.4psf; BCDL=6.0psf; h"25ft; B=45ft; L•37ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3E)-2-0-9 to 1-7-4, Exterior(2N) 1-7-4 to 5-5-0, Comer(3R) 5-5-0 to 9-0-13, Exterior(2N) 9-0-13 to 12-10-9 zone; cantilever left and right exposed ; end vertical left end right exposed;C-C for members and forces & MWFRS for reactions sllown; Lumber OOL"1 .25 plate grip D0La1 .25 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 ANSVTPI 1. 4) Gable requires continuous bottom ctiord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 3-8-0 tall by 2-0-0 wide will flt between the bottom ctiord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) 2, 4, 8, 7. 10) This truss is designed in ac:oordance 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) No notcties allowed In overhang and 20000 from left end and 20000 from right end or 12° along rake from scarf, whlctiever IS larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking ctiords. For edge-wise notctilng, provide at least one tie plate between each notcti. ... WARNING· Verify fflign p•r•meten and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE Design valid for use only wkh MIT eke connectors. This design is based onty upon parameters 1hown, and is for an lndMdual bulding C:Ol11)008nt, not a truss systom. Bololll use. the building designer must ~ the --of deSlgn paramotOtS and property inCOq>Orate this design Into the °""'"" building design. Bracing lndlclted Is to pn,YOnt bu~lng of lndlvtdual truss web an<llor chonl momt>ers only. Addltlonal temporary and pennanent bracing Is always o,qulred for stabllty and to pn,wnt collapse wltll posslble personal ln)UfY and property damoge. Fo, gene,>1 guidance reganllng the labr1catlon, storage, delYOry, erection ll!ld bracing of trusses and truss systems,... AHS//TPlf Qull/ty c-. DS-lfld 8CSI -II c_, .... Slfe(y ,_ I1111iablo /rom Truss Plate Institute, 2870 Crain Highway, &Jite 203 \Naldorf, MO 20tl01 March 7,2022 •• Milek· MITek USA, Inc. 400 SunriM Avenue, Suite 270 Dos•Yil,. ,... o,,.,,. Job Truss Truss Type 1:~ Ply R69953903 13101-22 T07 Common 1 Job Reference lnntlonall Mission Truss, -2-0-0 2-0-0 Lakeside, CA -92040, 5-6-8 5-6-8 8.530 s Dec 6 2021 MITek Industries, Inc. Fri Mar 4 10.40.29 2022 Page 1 ID:swXBOh2IygEdMWJn2vbb3z'M.p9-N2SPY _t5msG77RX2nY5Yr115ITC41/VCKPZkOdBhzeKE0 11-1-0 5-6-8 I 16-7-8 I 22-2-0 I 24-2-0 I 5-6-8 5-6-8 2-0-0 Scale• 1:42.2 ◄•8 = 3"8 = 5•8 = 3•4 = 7-4-11 14-9-5 22-2-0 7-4-11 7-4-11 7-4-11 Plate Offsets (X Y)-[2·0-0-2 0-0-01 [6·0-0-2 0-0-01 (9·0-4-0 ()..3..()J ' ' ' ' ' ' LOADING (ps1) SPACING-2-0-0 CSI. OEFL. In (loe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) --0.08 8-9 >999 240 MT20 220/195 TCDL 21.0 LumberOOL 1.25 BC 0.45 Vert(CT) --0.40 8-9 >670 180 BCLL 0.0 • Rep Stress Iner YES V','13 0.29 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matr1x-MS Weight: 88 lb FT•20% LUMBER TOPCHORO BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G BRACING TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-4-11 oc pur1Ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2•37(LC 11) Max Grav 2s1298(LC 1), 6s1298(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-2701/0, 3-4-2339/0, 4-5&-2339/0, 5-6--2701/0 BOT CHORD 2-9s0/2516, 8-9•011655, 8-BsQ/2516 WEBS 4-8s0/715, 5-8"-529171, 4-9'-0/715, 3-9"-529/71 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult•110mph (3-second gust) Vasd"'87mph; TCOL=8.4psf; BCDL=6.0psf; h•2511; B=-4511; L•3711; eave=511; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E)-2-0-9 to 1-7-4, lnter1or(1) 1-7-4 to 11-1--0, Exter1or(2R) 11-1-0 to 14-8-13, lnterior(1) 14-8-13 to 24-2-9 zone; cantile-left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL•1 .25 plate grip OOL•1.25 3) This truss has been designed for a 10.0 psf bottom chord Nve load nonconcurrent with any other live loads. 4) • This truss has been designed for a ~ve load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) This truss Is designed In accordance with the 2018 lntemauonal Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. .,A WARNING Venfy deeql parameten and READ NOlES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MIi-7473 rev 5119/2020 BEFORE use Design Yllid fof use only-Mrr-connec:loB. This <lnlgn II bes«! only upon ponomete<s shown, and Is lo< ■n lndMdu■I ~~not ■ II\ISI -Bemuse. tho i.-.g detlgn« mu,1 YOrWytho IIJIIIIC■blllly o1 deolgn p■r■mete<s ■nc1 -ir-poflle this design Into tho_,,, buftdlng design. Bnldng lndalod Is to pt9Vent bucMng ol lndMduel INSS wel> lndlo< dlon! morrmet1 only. Addllo<III ~IY Ind pem111nent bndng Is~ --,., ... r,acy Ind to -oot■poe with~ f)e"""II Injury ■nd -d■moge. Forgene,ol gulda<lco l9g0fdlng lhe f1b<1cation, slot■ge, delllofy, .-1on Ind brlclng of trusses Ind INSS systems,... ANSJm'ff Qua/lty Ctffwfa, OSIUf end SCSI S,-.,, c_..., Safoly lnlotmellon avaH-from Truss Ptole lnstltulo, 2870 Clain Highway, Suite 203 \llloldolf, MD 20501 March 7,2022 111· Milek· Mrfek USA, Inc. 400 Sunrise Avenue, Suite 270 D~\/illef"AQ<AA1 Job Truss Truss Type Qty Pty R69953904 13101-22 T07GE GABLE 1 1 Job Reference rootionan Mission Truss, Lakeside, CA -92040, 8.530 s Dec 6 2021 MITek Industries, Inc. Fri Mar 4 10:40:30 2022 Page 1 ID:swXBOh2IygEdMWJn2vbb3z\Nlp9-IEOnlKujXAO_lb6FLGcnO5IJGtXuFb_ZoOIBJ8zeKE? -2-0-0 >3-8 11-1-0 2-0-0 >3-8 >3-8 I 1:t: I 2;ti I 2 24ti I Scale: 1:.:1.8 4x8 = MT 1.5x3 ON EACH FACE OF BOTH ENOS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x4 = >3-8 11-7-8 1u11 >3-8 S-1-0 Plate Offsets (X Y}-(2·0-3-12 0-2-01 (2·0-4-0 Edael (5·0-4-8 0-2-01 (6·0-10-0 ~1 120·0-2-0 ~1 ' ' ' ' ' ' ' ' ' ' LOADING (psi) SPACING• 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) TCDL 21.0 LumberOOL 1.25 BC 0.47 Vert(CT) BCLL 0.0 • Rep Stress Iner YES Wl3 0.52 Horz(CT) BCDL 10.0 Code IBC2018/fP12014 Mabix-MS 11>-7-8 22-2-0 4-11-13 >3-8 in (IOc) Vdefl Lid PLATES GRIP -0.16 8-38 >767 240 MT20 220/195 -0.52 8-38 >240 180 0.01 6 n/a nta Weight: 137 lb FT=20% LUMBER· TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.1 &Bir G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G 2X4 OF Stud/Std G BRACING• TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 6-0-0 oc bredng, Except: 10-0-0 oc bracing: 6-8. REACTIONS. (lb)· All bearings 11-7-8 except (Jt•length) 6'<0-3-8. Max Horz 2"47(LC 11) Max Uplift All uplift 100 lb or less at joint(&) 2, 11, 9 Max Grav All reactlons 250 lb or less at jolnt(s) 10 except 2z526(LC 33), SZ608(LC 39), 8s1092(LC 1 ), 8•1092(LC 1), 11•412(LC 35), 12•332(LC 34), 2=504(LC 1) FORCES. (lb). Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3--4-251323, 4-5"-45/398, S-6s-562/15 BOT CHORD 6-8•0/508 WEBS 4-8~77n8, S-6--S84n5, 3-11"-454/44 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) ~nd: ASCE 7-16; Vults110mph (3-second gust) Vasd"87mph; TCDL-S.4psf; BCOL-6.0pst; h•25ft; 8=4511; L•37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directlonal) and C-C Extefior(2E) -2-0-9 to 1-3-13, lnter1or(1) 1-3-13 to 11-1-0, Exterior(2R) 11-1-0 to 14-3-13, lnter1or(1) 14-3-13 to 24-2-9 zone; cantilever left and r1ght exposed ; end vertlcal left and r1ght exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOLs1 .25 plate gr1p DOLc1 .25 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (nonnat 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 studs spaced at 1+0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other nve loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) 2, 11, 9, 2. 1 0) 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 r,ve loads. 12) No notches allowed in ovemang and 20000 from left end and 20000 from rtght end or 12" along rake from SC81f, 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 Ile plate between each noteh. £. WARNING Venfy c:tes,gn par11meters and RE.AO NOTES ON THIS ANO INCLUOEO MITEK REFERENCE PAGE M11·7•73 rev 5119/2020 BEFORE USE Design Yllld tor UM only wlh MIT_ c:onnoctoq_ This deolgn lo based only IJl)Ofl ,,.,.._ sr-,, and Is lot an lndMdual l>ullda,g co~ not • truss systom. lletoro use, the bulldlng deslgner must wr1ly the opplcatiay of deOlgn poromet.,. ond ~ lncorpoqte this detlgn Into the o butlding design. Bradng Indicated Is 10 pn,wnt bud<Jing of lndMduol truss wet, -cllonl me...,_ only. Addllonal ...,_.ry and ponnanenl tndng Is always required for Sllblily and lo pm,enl collapse wilh pooslllte pe,,onll in;.y Ind property damage. fo, gene,al guidance regat<llog the labnclllon, sloroge, dell,efy, e<ecllon and bracing or 1ru ... , and truss systems. -ANSVl1'f1 Qua/Hy Crllwll, OS/Mt -SCSI Bulldlnf c.,,_,.,,, s.-y lnfonndon availat. from Truss Plate Institute, 2970 Crain H9'1Way, Suite 203 'Naldorf, MO 2oeo1 March 7 ,2022 Ill Milek· MITak USA. Inc. t~~~~t=~• Suite 270 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-~, •• from outside edge oftruss. 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 paraHel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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/TP11: 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. 0 a:: 0 J: 0 a.. 0 I- Numbering System " 0 8 6-4-8 I dlmen,lon, ,hown In ft-ln .. lxtHnth, (Drawings not to scale) 2 3 TOP CHORDS C2-3 VVEBS C7-8 C&-1 cs.a BOTTOM CHORDS 7 6 5 0 a:: 0 J: 0 a.. 0 I- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiT ek® All Rights Reserved Milek 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, i$ always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may raqun bracing, or alternative Tor I bracing should be consldarad. 3. Never exceed lhe design loading shown and never stack materials on Inadequately braced trusses. -4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knob and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses wil be suitably protected from lhe environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19"' at time of f8bricetion. 9. Unless expressly noted, this design la not applicable for use wilh fire retardant, preservative treated, or green lumber. 10. Camber la a non-structural consideration and is the responsiblllty of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and locetion dimensions Indicated are minimum plating requirements. 12. Lumber used shalt be of the speciff and size, and in all respects, equal to or better lhan that specified. 13. Top chords must be sheathed or purtins provided at apadng Indicated on design. 14. Bottom chords require lateral bracing at 10 It. spacing, or less, W no ceiling Is instaled, unless otherwise noted. 15. Connections not shown are the responsib~ity of others. 16. Do not cut or alter truss member or plate wilhout prior approval of an engineer. 17. lnstal 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/TPl 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other lhan !hose expressly stated. 0 .. . .. .. c", .. fil01'I MltNf.. ~ l'\.Mt HWNOID FOfl T1'JII ~Ot,l,.V. IW"Pl'O TIIIUSS -- --------Foll 1JJ.'UOTH!lt•001MT10M. ---t:,,,MCORDallll-..al'OIIAUNON_TO __ lltlt.lllNO ~!111:,,,0_TO ___ O,AUDI-"""'"TO-l!IUCTIOI< AU. ___ ,,,°" __ AU Nli9NI AM Mil.I.AMO W111D • #OTMal'llflCA1'D IV•IION"""" CITY l 20-03-00 ffi ... I ----------·---.. --~ATVAU.TICA_ ..... ...._ •-•TO-IIOnoMCl!OflOU.N.O. --•10-•--l'CII __..__"°" ...,_ TOUUU W CAlaMO ,011 l>IAD LOAO DIPUCTIOM "'"' IICOf,rTClt,tl CUMQflffCH':•UN.0. CONVEIHrroNAL IIRA~ •~o av OT..rE:RS I/ mlA,~o V V HULHC""" 6W TAIi, L,DIOTtt 12" U.N 0. TALIIZl:ZIIIU.-N.0. Tl'IJM .,~ a..-U.N.0. --u:;.·- ""l;:"'~ •-t Rl"WfON I: o:,n ,:] c~ rn -..<, !: So ~ () ~i:' 1:.:1 rn G)O ~ -0~ ~ ✓--:xi < r--~ ·:, -{J) ~OJ 1..J 0~ z.o ; 'NM"' I 'MltDNl:llll!IOJNCI Mis s toN~'CRUSS ""-· ADDrrON 11111 VIOLANTI IIO. -· ._ ... _ -•111101.U .... ,...,... ............. Re: 13101-22_R 13101-22-W ARDAK RES-GD lliTek USA, Inc. MiT ek USA, Inc. 400 Swvise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameteis provided by ~ion Truss Company. Pages or sheets coven:d by this seal: R76207053 thru R76207075 My license renewal date for the state of California is June 30, 2024. May 10,2023 Baxter, David IMPORT ANT 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 desi!,ls aJl11Jly wilh ANSlfTPI 1. These desi!,ls are based upon parameters shown (e.g., loads, supports. dime11sicus. shapes and design codes), which were !Pl!" ID llii'Tek er TRENCO. Any prqect sped,.; infumalitw, n:luded is fer MiTek's er TRENCO's al5bners tit: ,efen:1-.e IUJI05e only, and was oot 1arerl no acaxn in the pqJiiialitw, cllhese ctesvas-llii'Tek crTRENCO has oot illllepetllleliay wrified the applicability of the design parameters or the designs for any particular building. Before use, the blilldil1g desis,e shcud Wit} ◄•• at4,My ,-desig,, paa,..-s and properly incorporate these designs into the overall building design per ANSlfTPI 1, Chapter 2. Job, Truss Truss Type Qty Ply 13101-22-WAROAK RE5-GO R76207054 13101-22_R J05 JACK~ARTW.. 20 1 Jab Rderence ,_ Miuion Truss,, l..amide. CA-92040, &.530 s War 9 2DZ3 lliTek llnllulns, n:.. Wed May 10 111:25:33 2DZ3 ~ 1 ll:,i.xl!lllh:!INcdlWJIQlolbb3dllll.Jl!M.:'~!lllftql!N5!11,,_,,UIIOUIDIIGlll...ODoi7.Mr.JC?f LOADING (pst) Tat. 20.0 TCOL 21.0 Ba.L 0.0 • BCDL 10.0 I I 3x8 = SPAaNG-2-0-0 Plale Gr., DOI. 1.25 ~DOI. 1.25 Rep s.-ess lncr YES Code IBC2018/TPl2014 4-4HI 4-0-0 CSL TC 0.39 BC G..50 we 0.18 Matrix-MP 7-0-0 7-0-0 DEFL Ved(LL) v..rt(CT) Hin(CT} in (loc) -0.10 5-8 -0.44 5-8 om • 7-11-11 3-11-11 I/dell >!JZ1 >218 n/a lid 240 180 n/a 5 3"4 = IHHI Scale= 1:17.4 4 7-11-11 "-"-" 0-11-11 nJu; Pl.ATES GRF IIT'20 22M95 Weight 27 lb FT = 20% LUIIBER TOPCHORD BOTCHORD WEBS 2X4 DF No.1&Blr G 2X4 DF No.1&Blr G 2X4DF~G BRACING TOPCHORD BOTCHORD Swdural wood shealhing diredly applied or 6-0--0 QC purlins. Rigid ceiing dredly applied or 10-0-0 QC bracing. REACTIONS. (size) 1=Mechanical, 3--Mechanical, 4=Mechanical Max Horz 1=54(LC 12) Max lJpift 3=-11(LC 12) Max Grav 1=4!16(LC 26). 3=317(LC 29). 4---298(L.C 2B) FORCES. (I>)-Max. ~ Ten. -M fon:es 250 (I>) or less ellZfll lllhen ....._ TOPCHORD 1-~ BOT CHORD 1-6=-1T.W2.II WEBS 2-5=-687/189 NOTES- 1) Wind: ASCE 7-16; Vull=110n-.it, (3-second gust) Vasd=87...,t,; TCOL=8..4psf; BCOL=6.0pst, h=25ft; 8=4511:; l=37ft; eave=5ft; Cat II; Exp B; Ende-'; MWFRS (directional) and CC Exleriort2E) 0-0-010 3-7-13. lnterior(1) 3-7-1310 7-10-15 :zooe; canlileYer left and f91l exposed ; end w,tical left and f91l exposed.-C-C for-membe.-s and fon:es & MWFRS for-reactions shoMI; Lumber DOl..=1.25 plaff DOl..=1.25 2) Tis W&S has been designed tar a 10.0 pdballom dud IIMe load IIIIIIIDIIDl1:d.., anyae-llMe 11:ats. 3) •This truss has been designed for-a he load d20.0pd on lhe bollDrn dlonl in al areas where a redanglle U-0 till by 2-0-0 wide will fit~ lhe boU,o,n c:honi and_,~ members.. 4) A plale rating recb::1ian d 211% has_, --b-lhe green...,.._.,_,-..._ 5) Reter-10gmer(s)forwss10wss0111■emu. .... 6) ~ 11iedalicll aa■eduil ,.aa-s)dhss 10 a-mg pllaecapaHedl .. _di.g 100 I, ....... , 3. 7) This truss is designed in acxo11ta.1te .oilh lhe 2018 Uemalic.w• Buiding Code section 2306.1 arJ 1efaa,cecf standard ANSUTPI 1. 8) This lruss has been~ b-a mowing aa,_maled lcwl ol 250.0lb 11w, locaAl,d at all mid pmids and at all panel points along lhe Top Ol0ld. -_, any ae-llMe loads. £WARNING · Venfy ciNlgn parameters and READ NOTES ON THIS ANO INCLUOEO MfTEK REFERENCE PAGE Mll-7473,.., 5/19/2020 BEFORE USE. l>Nigr,_lor_adl'f _____ Thioclolv>•-adl'f---.-.. 1or .. -...bl-.g--.no1 a truss system. Before use. the buildinQ designer must verify 111a IQllliallJililr ol dasigil paramatera and proparly lnoolporate !his daoiQ,, in1o 111• overall 111-.gcleliigot. Brad,g.-ia-.-budilingd._ _____ ...,_ -......-y---bai,,g _ _,_ __ ... _,, ___ ..,.... ___ .,.._.,y _ _.,.,.__ Fcrpaalguimna,._.. .. -• --• dahsy, arlldion..t bramg oliru-andtruA sywtems. 188 AltSVTPl'f Qr-,yCrliwfa, DSIUI-BCSl-..,eom,,a,.,,t s...,---r .... ,--....2&10er..~.-.2113-,,..,20&Ct1 May 10,2023 111 Milek· MiTak USA. Inc. -400-"--Z10 1 Job, Truss Truss Type Qty Ply 13101-22-WAROAK RES-GD R76207055 I 13101-22._R R02 JACK 2 1 Job Retarence ,_ Mission Tnas, l.alleside, CA-92040. &.530 s Mar 9 2023 lff d< nllaies, Inc. Wed MIOy 10 111:25:34 2023 Paga 1 lb,.,aa.;!IJglEclllM.ln2111bb3i!N.p!M'IIC;!PstlJJ'll-tq31NSQ,,_,,U.tM'IJlbGIQlllrODllii7J4zJC7f 1-5-0 2-HI 2-HI 1-7-5 3-0-1 Scale = 1 :25.8 11-3-12 11-3-12 Plate Offsets {Y_ ~ 17-fl-1-13 i=.tn,.J l..OAD9tG {psi) I SPACING-2-0-0 CSL DER. in (lac) llddl Ud PLATES 6RP Ta.L 20.0 PlaQ.»OOL 1.25 TC 0.60 Verl(ll.) -om 4{i >9!19 240 IIT'20 Z!a195 TCDL 21.0 I ._.....,.OOL 1.25 BC 0.00 Vat(CT) -0.fl2 4{i >9!19 180 BCLL 0.0 • Rep Stress Iner NO W8 0.00 H0f7{CT) -0.00 7 nla nla BCOL 10.0 Code IBC2018/TPl2014 Matrix-MS Weight 38 lb FT=20% WEER- TOP CHORD 2X4 DF No.1&Blr G MACalG TOPCHORD BOTCHORD SwclUral wood sheallw,g cirl!dly appied or 6-0-0 CIC JUins_ Rigid c:m1g ~ appied or 10-0-0 CIC bracing. REACTIONS. Al beamg5 0-3-8....,. (J=tmgl,) 7=0-1-a. (lb) -Max Holz 2=88(1.C 8) Max Upllft All upllft 100 lb orlessatjoint(s) 2, 4, 5 except7=-112(LC 8), 6=-165(LC 1) Max Grav All readions 250 lb or less at jmnt(s) 6 except 2=375(LC 24). 7='593(LC 1). 4=378(LC 26). 5=367(LC 27).3=3Z3(LC25) FORCES. (II)-Mall. eo,..aMax. Ten. -Al fon:es 250 (II) or less....,. when shlMn. NOTES- 1) Wind: ASCE 7-16; Vult=11(lmph (3-second gust)Vasd=a7mph; TCOL=8.4psf; BCDL=6.0psf; h=25ft; 8=4511; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); canlilever left and rig,t exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip IX>l.=1.25 2) • This lluss has been designed for a live load al 20.0pst on lhe boaom chord in al areas where a reclangle 3-6-01al by 2-0-0 wide will fl~ lhe boaom chord and any olher mem,ers.. 3) A plale raling ,...._.. al~ has been appiedforlhe ~ unberrnman. 4) Beaing atjon(s) 2 CDIISidl!ls paaM ID!Ja valkll: 11581g ANSlfTPI 1 819" ID!Ja funnula. Buiding ~nod~ capacity al bearing surface. 5) f>nMde rned1ancal CXll■iedlw (by Olhers) al truss k> beamg plale at )m'lt(s) 7. 6) Provide,_,,.,..,. W1■iecliol1 (by Olhers) al lluss lo bearing plale capable al"'will•· -isaar,_,,,1111...,,g 100 II i,.-at jan(s) 2, 4, 5 except (jl=lb) 7=112, 6=166. 7) 8evdeo:I plale or.,... ll!lpR!ld ID pmllide U bearing a.face.., lluss chord atjan(s) 7. 4. 5,, 3. 6.. 8) This lluss is designed ir. a.c:udaa:e _., lhe 2018 ... ,..._ ... &llllag QJde _.., ztll&..1 and MttaiLed .-lllan:I ANSIITPI 1. 9) This truss has been designed for a moving WIK.a ICiiiltd luad al 250.0IJ live localed at all mid panels and at all panel poinls along lhe Top Chonf. nonconcurrent IMdt any olher we loads. l £ WARNING VfWlfy-.gn paramot ... and READ NOTES ON THIS AND INCLUOED MfTE< REFERENCE PAGE Ml~7◄73 rev 5119/2020 BEFORE USE °""91-•-adf-----Tliil<lol9>il_adf ____ .., ....... -...bo-.g .......... nol a bus& aytlem. 8alore ,ae, 1he buildina dellil,,er must verify 1he 8l)l)iicabilily of desiQn parametano and pr,_ty inaJrl>onlle this dMv, into 1he IMlf8II ..-.dollgl,.. Bla;iog--lllD-..-.of------_,. _ ___, ___ ladlg 11-,s__....__..., ... _ ........... ,._...-...., _ _,, ___ Fu_.. ....... ._... .. -. --. do!Nsy. Of9dionand bfacingof-andlruls~ _, AIISl/fPtf QualflyCrlletle, OSB-#-BCSIBc-.g~ s....,---r---.211111a-,,.__ __ 211J-C.MD2111101 May10,2023 •• ! Milek· I MITek USA, Inc. ----Z10 ,._...,c;A_ 8 I Job, Truss Truss Type Qty Ply 13101-22-WAROAK REs-GO R76207057 13101-22_R SP A.AT 25 1 Job Refermce {nminrall llissilln TRlllS, lJllreside, CA-92040, 11..5311 s U. 9 21123 lff el< lrGmlrillS, Inc. Wed May 10 11t25:35 21123 Page 1 O:s.clUl:11JgEdMJin2111blB-."'9-IIICIPsliJl'OlltqJIIS'll,,.,U.B..-J)Q,GICIIVIODDi7.MzJC7f L.QADN; (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip OOL 1.25 TCOL 21.0 Lumber DOL 1.25 BCU 0.0 • Rep s-ess lncr YES BCOL 10.0 Code IBC2018fTPl2014 1.UEER- 3x4 = ~ 4 2x4 11 CSL TC 0.16 BC 0.02 WB 0..112 Malrix-MP 2-0-0 2-0-0 2-0-0 2-0-0 DIER.. Ve,t{U) Ve,t(CT) Horz(CT) -~ 3 3ll4 = in --0.00 --0.00 o_oo (loc) llddl 4 >999 3-4 >999 3 n/a UI 240 180 n/a Pl.ATES Mn() Weq,t:12b GRIP 220/195 Scale= 1:13.0 FT=20% TOP atORD 2M OF No..1&aG BOT CHORD 2X4 OF No.1 &Bir G IIRACING TIPatORD BOTCHORO 2-00cx: ruins: 1-2., -:esllend wrtcals.. Rigid ceiling direclly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (size) 4=0-3-8, ~ Max Hen 4=-40(LC 8) Max UpMt 4=-14(1..C 8). 3=-14(1..C 9) MaxGraw 4=303(l,C23).3=303(l..C25) FORCES. (lb) -Max. Comp.JMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=--286184, 2-3=-286/46 NCJTE.S. 1) Wind: ASCE 7-16; \hA=i 10mph (3-second !JJSl) Vasd=87q,h; Tall.=8.Apsf; BCOL=6.0pst; h=25II; B=45ft; L=37ft; eave=5ft; Cal It; &pB; Ende-'; IMFRS(dndonal)and CCCane,(3):zme; c:ariae--ldland 19'1asx-l; end~ ldland 19'1 erpnA'd;C-Cfnr~andbms& IMFRSfar,---slma,; l..umberDOL=1.25plaei,.,DOL=1.25 2) PnMde adequate drainage 1D preYent walef' ponding. 3) This truss has been designed for a 10.0 psf botlom Chord llve lOad nonconcurrent With any ooier nve IOads. 4) • This buss has been designed for a live load of 20JJpst on the bottom chord in al areas llllilel"e a reda'lgle 3--6-0 tal by 2-0-0 wide wil lil ~ lhe bottom chord and any olle-menmers. 5) A plate rating recb:tim of 20"1. has been applied for the !Peer1 klrlO!I" menmers. 6) Prullide med a.ital a.,■--■• (by ohms) of ln.lss ID bearing pie c:apa1J1e cl _...t;a.a,g 100 b ..... al joinl(s) 4, 3. 7) Tia lnJss is designed it, a::wnlai-wiill ... 2018 • ._,...,._. ~ Codesediurl 23116.1 and uefuu...ed ~ ANSlf'f'PI 1. 8) Tia ftl5S has been designed for a ffllJWlf, QJIUS•.-.:1 u,d of 25D..1Jb he localed al .. mid pads and al .. JHB pons along the Top Chord. nonconcurrent wi1h any other live loads. 9) Grapncal pui1n ,epesu....._, does rd depcl h! size arh, cwie.&16.ii, "1h! pgm alongh! lop andlar....., chord. LI WARNING VWl!y doo,gn porameton ond READ NOTES ON THIS ANO INClUOEO MrTEK REFERENCE PAGE Ml~H73 rev. 5119/2020 BEFORE USE °"""'" ___ ...,_MT--.lliis .... ill_..., __ ._, __ ... ___ ...,. __ ____ ...,.._,....,._ _ _.,...,.....,.,.,.,....., __ .._.,,~ ...... -.... - bl.ting des91. Bracing indicated Is to prewn1 buctlng d-NIO -andlo, chord mernlJeB only. Adci1lonal tampcrary and.,..,,,.,_ bracing ...,. ______ ... _..___,._.,.._.,. _ _. ___ ---.-..~-------~.--...... ., ___ _,_,_ --,,~-----~ ~---Tn.ss,--, 26111Crllin~,s.a,203-,,1,020601 May 10,2023 111· I Milek· lfi•t-.a 400SunriseA-SUlo'I10 CA95661 Job. Truss 1:= Qty Ply 13101-22-WARDAK RE5-GO R76207058 I 13101-22_R 101 3 1 JabRaerwlce'......_... IAssiortTruss, -~ I l-0-0 I Ulboide. CA-92040,, S0-12 S-0-12 10-1-e S-0-12 8..5311 s II.-9 2023 lfielt .......... Inc. Wad 111aJ 10 10::2S:37 2023 Page 1 ID:s.iXIIIOtQlfglE,._llll.lnlZlllllb3zl~!MIIC11'!18JIIHq3NS~,nl.llllfJIIIIDIIGK1MCDui7.MzJC?f 1s-2-4 ~ 21-3-0 S-0-12 S0-12 I 1-0-0 1 Scale = 1 :36.1 4.00 112 3x8 - 6-9-0 6-9-0 Plate Offsets IX. Y)-r9:04-0 n..:u-a l.OAD9tG (pd) I SPACING-2~ Ta.1. 20.0 PlaleGr.,DOL 1.25 TCOL 21.0 l.uriJer DOI.. 1.25 BCLL 0.0 • Rep Stress Ina YES BCDL 10.0 Code IBC2018/TPl2014 I I 51111 = CSL TC 0.51 BC 0.40 W8 0.28 Matrix-MS 4 13-6-0 6-9-0 DEFL Veil(U.) Ver(CT) Horz(CD 3114 = 3x8 = 20-3--0 6-9-0 .. (lac) lldel Ud Pl.ATES GRIP -om 8-9 >9119 240 IIT20 221lt195 --0.32 8-9 >7&3 180 0.08 6 n/a nla Weight 78 lb FT=20% LUMBER TOPCHORO BOTCHORO WEBS 2X4 DF No..1&Blr G 2X4 OF No..1&a-G 2X4DFSlmllSatG BRAC81G TOPCHORO BOTCHORO Swcual wood shealq diredly 3IJllied Of' ~10-14 oc suh Rigid C191!J diredly 3IJllied Of' 10-0-0 oc bramlg. REACTIONS. (size) ~. 6=0-3-8 Max Horz 2=-32t\.C 10) Max Grav 2=1119(1.C 1). 6=1119(LC 1) FORCES. (I,)-Max. Comp.Max. Ten. -M fun:es 250 (I,) Of' le515 aces,t...,.. st..... TOP CHORO 2-3=-2509l0,, 3-4=-21112'11,. 4-6=-21112'11,. S6=-250!W BOT CHORO 2-8=a23154. IMMW1540. 6-3=CW2354 WEBS 4-8=0/682, 5-8=-512/72, 4-9=0/682, 3-9=-512/72 NOTES- 1) ~ roal live loads have beer, OOl.sideled for' lhis desi!,1. 2) V'md: ASCE 7-16; Vla='l 1Qn1Jh ~ gust) Vasd=87q,h; TCOL=8..4pd; Ball.~ IF'25ft; 8=4511; L=3711; eave=511; Cal I; &p B; Enclased; IMFRS (cl.am.al) .n1 CC Exleriol(2E)-1-0-8 ID 2-7~. lrmiar(1) 2-7~ ID 10-1~ Earim(2R) 10-1-3 ID 1~ lrmiar(1) 13-&6 ID 21-3-9-~Id and 19C eiq,osm; end ..teal Id and 19Capmed;CC for'llleldJers and foroes & MWFRS for' reactions shoMI; Lumb« OOl.=1.25 plate grip OOl.=1.25 3) 1l-s lrUss has been~ b a 10.0 psf bottom chord live load nonooncun-ent wlh any~ live loads. 4) • This buss has been designed for' a live load al 20.0psf on lhe boaom chanl n al areas wttere a reclalgle 3-o-O tal by 2~ wide wil fit~ lhe boaom chanl and any olt8' ............... 5) A pla tairlg llaJClian al::zM. ha beer, 3IJllied for'1he !Pflffl UID!l'lllfflb!IS.. 6) This l'IISSis designed ir, ax:udace.., 1he 2018 • .,.,..._.,. &.iUng Cade Sl!dlln 23116.1 and ,etuucal .-...t ANSIITPI 1. 7) This truss has beer, designed for' 8 moving OOIICeliliated luad al 250.0IJ live k>caed at al rid panels and at al panel poinls along lhe Top Chord. nonconcurrent wilh any~ we loads. A WARNING• Verify doolgtl para-... and READ NOTES ON THIS ANO INCLUOED MITEK REFERENCE PAGE Mll-7◄73 rev 5119/2020 BEFORE USE. Dool!,,_IDr,_ado/_MIT_...-s. Tiw"""9t■-ado/-~-..,•for.,-..,i,.-.g--.m a tn,a aystem. Belon,.-. the buldinQ <1esv1« must VMl'ythe al)l)ical>ilily of deaig, """""""8 and~ incorponlle this deaig, into ihe OYffllil i,.-.g.i..;g.. ..... --... _..-.o1 ______ ...., __ ____, ___ llnlilg il-,S __ for__,,_,,,_..._.._..-......--..y-_.,...__ Fo--"'~._.. .. -.-.u,,,-.,.,,en,ction..ima,gotlNSSel..itnia~.--~Crlfwfll.058-#--~~ S....,--__ T _____ 2810aa.~.---IIOI02lllli01 May10,2023 (·· Milek· MiTolcUSA, Inc. ----.SaillloZlO ~r•- 7 I~ 0 Job. Truss Truss Type Qty Ply 13101-22-WARDAK REs-GO R76207059 13101-22_R lliaionTn,a. -HHI 1--0-0 T018 Lakeside. CA-92040, Caliomia Grd..- 7 11-1 10-1-8 ~10-9 1 2-1-13 1 2 Job Rllfennce ,_ &.530 s liar 9 2023 llliTek .......... ..,_ Wed 11aJ 10 1D:25:3112DZ3 Page 1 lbllXIDG!l,alEdlMU1112111blB!IM.~;ac;PA11J111,lqJIN15!1,,_.,Ulllourfl1116K'llllrODaii7.MzJC7f 12-3-6 12-1IHI 1.-:zD3G 2-1-13 1 ~10-9 3-6-7 Scale= 1 :36.3 -~.., . 'I' NN l I ;1 3"8 - Plate Olrsels LOADING (psf) TQ.L 20.0 T<DI.. 21.0 BCLL 0.0 • BCOL 10.0 4.00['12 3"4 -::0 13 5x8 = 2~ 1.25 1.25 Rep Stress Ina-NO Code IBC2018fTPl2014 1111111 = 12 3d = 11..33 0.46 10-HI 2al 11 3r8 = DEFL Val(LL) Yelt(CT) Horz(Cn &di = 3"4 .:::C 10 9 3d = 2lo4 3r8 - 12-10-0 16-8-9 20-3-0 2-8-8 ~11HI 3-6-7 ... (loc) 1/dd! UI Pl.ATES GRIP -G..09 11 >9919 240 IIT2D 221r195 --0.37 11 >655 180 0.11 8 nla nla Weight 178 lb FT = 20% LUIIBER TOPCHORO BOTCHORD WEBS 2X4 OF No.1&81r G 2X4 OF No..1&a G 2X4 OF SludlSld G BRACalG TOPCHORD Swcualwood stiealtqcirl!dlyappled cr~10ocp&dns, ea:epl ~ oc purlins (>11-4 -.): 4-6. BOT CHORD Rigid ceiling diredly appled or 1~ oc bracing. REACTIONS. (size) 8=0-3-8, 2=0-3-8 Max Horz 2=24(LC 7) Max Grav 8=2201(1.C 1). 2=2291(1.C 1) FORCES. (I>) -Max. CanpAlax. Ten. -M forces 250 (I>) er less ea:ept when shMn. TOP CHORD 2-3=-69!lW, ~Ill.~ S$=-671121ll, 6-~1/ll, 7~ BOT CHORD 2-13=G5657, 12-13=G5657, 11-12=0l5500, 1~11=Gl5503. ~10=01!i6118, 8-9=Gl'56ll8 WEBS 3-12=-373134, 4-12=0/357, -4--11=0/518, 5-11=-629154. 6-11=0/516. 6-10=0/360, 7-10=-387125 NOTES- 1) 2~ truss to be CXJnneded togelher wilh 10d (0-131"ll3") nals as folows: Top chorm COi■iemd as lallias:: 2M -1 n. al 0&-0 oc. Ballnm c:tiont,, COi■iemd as~ 2M-1 n. alCMM) oc. Webs connected as folows: 2x4 -1 row at 0&-0 oc. 2) Al loads are OOIISideled eqiJaly appled to al plies. ellCefJl If noled as Rnl (F) er bade (8) face In lhe LOAD CASE(S) sedlon. Ply to ply aJll■leCbl.WiS haw, been pnwided lo mdJUle orly loads noled as (F) er (8). lriess olherwise inclcaed. 3) Unbalanced roof live loads have been COi>Sidered for lhis desi!Pt- 4) Wfnt ASCE 7-16; VIA=110q,h (3-second gust) Vasd=87mpw; Tall.=8.Apd; BCOl...~ IF2!ill; 8=45a; L:31'1;-=611; Cal. II; Exp B: Endmed; IIIWFRS (cnctional); ~leA ad 1911f!lllllllled; end Wllical .,.ad 1911ellplllllell; l..mrmr OOl.=1.25 plate grip DOL =1.25 5) Prollide adequale ~ID..,.,..,,. _pondng. 6) This truss has been designed tar a 1QD p5f bolbll chard live load IIIJIICIIIIIUn! _,-. .,._ 1w, 1Dads.. 7) • This truss has been designed IDra lliioe lDad d2D..llpdm h ballmn chard in al -111111,ea ~ 3-6-0lal hr ~wide will fit between the bottom chord and any olher memben.. 8) A plate rating recu:lion d 20% has been appled fOr lhe green lunmer' menmers. 9) This truss is designed ir, awu.da■:e _, h 2018 IIE11ali1111al ~ Code 5'!dall 2J06.1 and ,dba■:ed sindald ANSIITPI 1. 10) This WS:S has been designed IDr a fflOllir'.y aaUi•.-d lDad d 250..0I, he locaed al al mid panm ad al al panef points along the Top Chord, nonconwrrent with any other live loads. 11) Girder carries hip end wilh Hi-12 end sebldl. 12) Qapta:al 111111 .. ,epesa-.., does nal depict the size art ... caiiel&aa, al the pi.din along the q, andlca" bollom dud. 13) Hanger(s) DI' cie.. COi■ecfit■1 devia!(s) shat be pn,wided sullcierC lo support mDi•.-:1 IDad(s) 693 lb dcMl1 ad 63 lb 14> al 12-8-4, and 693 lb down and 63 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the ,espcalStilily .:I otiers.. LOAD CASe(S) Slandard ,A. WARNING V0t1fy dooign pamnet.,. and READ NOTES ON THIS AND INClUOEO MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE l>Ni!,,_b_mty_lfi ___ ltio"°"9'io_mty_,..,._-.andiob_,_a.-.v.......-,no1 a ll'USS system. Belon, use, the buildinQ desijJ1er must verify the~~ desv, __.. and pr-1Y --this delilP1 into the IMlf!III ~doliga.. llrm,g--•--~d ______ ....,_ _____ l■aliog •-,S""""""' ... _____ .....__..-___ ""*F _ _., ___ Far--~._... .. --"""-· deiwry, eredion and bracing ~-and trua ~ -AIISIITPtf QuaW)'Clftwfl., OS&-# _SCSI S.-.., C-1 S..,---r-,---.211111aa,...._ __ 2m_MD2111801 May10,2023 •• I Milek· I MITelc USA. Inc. ------:00 CA T :t f l ~ Job. Truss Truss Type Qty Ply 13101-22-WAROAK REs-GO R76207059 13101-22_R T01B californac.der 1 2 Jab Reference,_ Mission T RISS. Ullreside. CA-92040, ll530 s .._ 9 21123 lliT• ......._ 1nc. WilJd..., 10 111:25::31121123 Pag,, 2 il.Mz.JC?f LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease:1.25, Plate lnaease=1.25 Uniform loads (pr) Vert 1-4=-82. 4-6=-190. 6-3=-82. 14-17-----46(F~26) COl""i0ei_,1b""ated"""' Loads (I>) Vert-4=4i:06=-Q/ £ WARNING Venly dnlgn parameleB and READ NOTES ON THIS ANO INCLUDED MrTEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE. Doaign ___ ....,_...,. ___ ...,. __ ...., _____ .__ ______ ...,..._...,_ ...... .,_,._-. ...... ..-...,.__..;ry __ ~., .... --~~fisdolii,I ___ _ buldingdooigl_ ~in<lcaladialD...-,Ot.-.id-.allNSs--i::hord-ody. -~---lndng .. -,s,..._ ... ..,,.__ ... ..-curai--..-...-iilljllly-----Far_.,.~,_s,.--_,_ __ .-.y ___ lnmlg., ___ _,_,_ _,_,,Qllort,f, ___ ...,.~ ~-.-rrom Truss Plale lnstilute, 2ll70 Colir1 ~. s..to 203W-. MO 20601 Ill I MiTek· IIIITol<USll,- 400 Sunrise "--· Suilo 'Z70 CA9566i russ ype GAl!l£ y 13101-22-WARDAK RES-GO R76207060 Job Relen!nce ll.530 s May 211211l2 UTelt---. rnc. -May 1D 11:A3:11 21123 ,,_ 1 ~T:zHu3_ 5-10-6 11>-11-0 5-11M1 5-C>-10 15-11-10 21-1CH> p-10-01 5-C>-10 5-10-6 1-0-0 UT2111.5113 ON EACH FACE OF eorn BES OF UII-PI.ATED IIEIEERS OREQUVAlBIT CONECTION BY OTIERS. 3ldl - 10x14 MT20HS = 31<4 -::;. 4.00112 3 42 5 3ldl = 10x14 MT20HS = lll4 .:::C Scale = 1 :39.5 4x12 -::;. 4"12 .:::C 2 6 21) 19 18 17 16 15 14 13 12 11 10 9 8 lll4 -lll4 - 3x4 = 7-6-9 14-3-7 21-10-0 --------------~7-~-------6-3-13 7-6-11 Pia OISm (X,Y}--(2:.0-M.0-2-(JJ. (21-3-12,0-1-11 [4:0-2--0.0-0-41 [4:0-2--0,IHMI,, l6:0-4::',0-2--0L [6:1-3-12.0-1-11 l38:0-1-12,Edgel [43:0-1-12,.Edge) LOADING (psf) TCLL 20.0 SPACING-2--0-0 Plate Grip DOL 1.25 CSL DEFL in (loc) Vdeft L./d PLATES GRIP TC 0.49 Vert(LL) 0.00 6 n/r 120 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.26 Ver1(CT) 0.03 7 nlr 120 MT20HS 165/146 BCll. 0.0 • Rep Slress Iner YES we 0_16 Horz(CT) (J_(I() 6 n/a n/a BCOL 10.0 Code IBC2018fll'l2014 Malrix-S w.,.-,: 136 lb FT=20% IIRACalG UM1ER- 10POIORD BOT CHORD WEBS OTHERS 2X4CFNo..1&a-G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G 2X4 OF SIUIIIStd G lOPOtORD SlrucualwuodshealqdiedyolAJledor6-0-0ocp&dns.. BOT CHORD Rigid ceiling directly applied or 6--0-0 oc bracing. REACTIONS_ NA beamgs 21-10-0. (lb)-Max Horz Z---31(1..C 10) MaxlJIM AIUIJMl100lborlessaljoinl(s)2. 16.19.11. 9.6 MaxGrav Mreadions 250lborlessatjon(s)20, 19, 18, 17, 14, 13, 12. 11, 9, 8~Z----425(lC 31), 16-660(LC 1), 1o-695(LC 1), e-435(LC 35) FORCES-(lb)-Max. Comp.JMax. Ten. -M fon:es 250 (lb) or less~ when shcMn. TOP CHORD 3-4=-3/304, 4-5=-4/304 WEBS 3-16=-550lll5,, 4-16=-359133,, 4-10=-360f33. 5-10=-652J85 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=8.4pst, BCDL=6.0pst, h=25ft; 8=4511; L=36ft; eave=Sft; Cal II; Exp B; Enclosed; MWFRS (diredional) and CC Exterior(2E) -1-0-9 to 2-7-4, lnterior(1) 2-7-4 ID 10-11--0, Exterior(2R) 10-11--0 to 14-6-13, lnferior(1) 14-6-13 ID 22-10-9 mne; anae--left and rqC exposed ; end veltical left and ,vll exposed;CC for members and fon:es & MWFRS for reactions shoMI; Lumber" OOl.=1.25 plale !111 DOl..=1.25 3) Truss desigr-i iorwnd kais in the plane al the-cny_ For-..,..._i 1D wind (nonnall ID ... face). _, Standanl Inda-,. Gable End Details ace~ oroonsdll cpMed IJuillfng ~as per-ANSIITT'I 1. 4) M pates are MT20 plales unless <Jh!rwise indicaled. 5) All plales are 2"4 MT20 unlesa othenllise indicaled. 6) Gable requRS ~ baamn chard._.._ 7) Gable suls ..-,m al 1-4--0 oc.. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 9) • n.s truss has been desi!J,ed for a INe load al 20.0psf on 1he ballom chord In al areas whefe a reclangle 3-6-01all by 2-0-0 wide will It~ Ole ballom chord and any oh!r-menun.. 10) A pi;E ralalg redl.don al20% has been olAJled forOie g,een ..,._. Rll!riJel$. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 16, 19, 11, 9, 6. 12) n.s truss is designed ir, aa.udance wilh Ole 2018 lllfernalitw.al Bulding Code section 2306..1 and ,menced ..aandard ANSI/TPI 1_ 13) This lruss has been designed for a ffllMll!I Uilitl:i•ad "81 al 250.0lb he locallled al.al rid panets and al al paneJ pons along lhe Top Chon!. nonoona.mn wilh any oh!r-he loads. 14) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. 11nirnum 1.5114 lie p1a1es ~ al 2-0-0 o..c.. maxirlun ~ Ole Sladm1g chords. For edge-wise oolching. provide al least one lie pliE ~ each noldL • WARNING· Verify duign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml~7◄73 rev. 5/18/2020 BEFORE USE. illlagll_lar_...,_llliT ___ ...,.. __ ..., _____ ..,. __ .,.-. __ •-.,-._-._,._ ...... ....,__....,._llllllli<allilld .... ...-S-~-----.... ----1 ~cloov>. Braang.-io1o~._-.d_,.,.,_ __ doanl.....-Sodf. -lompanlry---bradng iaalways--lar~8'1dloi:w-,t~wi1h..,.-penona1.-..,.y8'1d~~ For~g,.Jldance~lbe -------dllllioay.--lnd,gd________ _,-,,,ca,,,a,,~.osaa-acs,-,_~ ~-__ T,._,-_..,2117110a,~.-21D~IIEDi01 May 10,2023 I 111· Milek· MITelt USA. in,;. ~~~~ZIii Job Truss Truss Type Qty Ply 13101-22-WAROAK RES-GD 13101-22_R T02 HalfltpGirdl,-1 2 Jab Rdlnna, 1- Uiaian Truss. l..areside.CA-92940, <4-1◄ ~ 3x10 = 11 3"8 II <4-1◄ 10 7x10 = <4-1◄ 8-2-1 12-3-12 I 4-1---4 4-1-◄ 4-1-◄ Plale Olsels (X. Y)-11:0-8-12_0-3.q, 14:0-6-4•~ ~ ~ f1Q0.3..8,,l)-MI LOADING (psf) SPACING-2-0-0 CSI. DEFL in (loc) TCLL 20.0 Plate Grip OOl. 1.25 TC 0.64 Vert(LL) -0.11 10-11 TCOL 21.0 lDnber OOL 1.25 BC 0.77 Vert(CT) -0."6 10-11 BQ.l. 0.0 • I Rep SRss Iner NO 'NB 0.38 Horz(CT) 0.00 7 BCOI. 10.0 Code l8C201BITPl2014 Matrix-MS --- 5x8 = 9 7x10 = Vdeft >999 >467 n/a 15+10 J.0.14 Ud 240 180 n/a 2l<4 II a 7x10 = R76207061 Scale= 1:31.0 7"10 = b 7 4x8 = 18-2-0 Pl.ATES GRIP MT20 220/195 Weq,t: 2151> FT =:20% l.l.MIER TOPCHORD BOT CHORD WEBS 2X4 OF No.1&81rG 2X6DFSSG 2X4 OF No.1 &Bir G BRACalG TOPCHORD BOT CHORD Slrudural wood sheall1ing ciredly appied « 3-5-4 oc purfm, except end verticals, end 2-0-0 oc purlins (6-0-0 mex.): 4-6. Rigid ceMl9 diredly applied « 10-0--0 oc bracing. REACTIONS. (size) 1=0-3-8, 7=0-3-8 Max Harz 1=101(LC 5) llolax:Gr.w 1=6403(l.C 1). 7=6403(l.C 1) FORCES. (lb) -Max. Comp.JMax. Ten. -All forces 250 (lb) oc less except when shown. TOP CHORD 1-2=-13213/0, 2-3=-9746/0, 3-4=-5520/0, 4-5=-3052/0, 5-6=-3052/0, 6-7=-4763/0 BOT CHORD 1-11=0112514, 10-11=0112514, 9-10=0t'9220, 8-9=0/5340 'WEBS 2-11=011968, 2-10=-357Ml, 3-10=0'3537, 3-9=-477Ml, 4-9=0/4479, 4-3=-3'791W, 5-8=-334129. 6-8=0.'5538 IQIES- 1) 2'1Jly truss to be OOl■leded tc,ge911!1'wilh 10d (0.131"'X3") nals as ft6Jws: Top chords connected ea follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs oonnected as fol<Ms: 2x4 -1 row at 0-9-0 oc. 2) Al loads a., 001.sid&ed ~ appied to al pies. except if noted as t-ont (F) « bade (B) face-, the LON> CASE(S) section. Ply to ply OOl■ieclulS tm-i-> pnMded to dimiJule ~ IDads noted as (F} « (B). unless IJlheNise inlica,d. 3) U, .... u,d ,'Ollf he loads hiM! beer, 001iiliide,ed tar tis desigh. 4) Wind: ASCE 7-16; v...-.1on..,.. (3-secand gust) Vasct=81mpr; Talt.=8..4pd; BCOL~ b=2511; B=451t; L=3111; m.=91; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Ltnmer DOL.,1 .25 plalie !Jip OOl.=1.25 5) Praoideadelpechnageto~----porm,g. 6) This truss has been desi!,11,d tar a 10.0 psf balbn chant lioe bm llllrlllllllCUI.., ...,...,. • bads. 7) • This truss has been designed for a live load of 20.0psf on 1he bottom chord in an areas where a rectangle 3-6-0 tall by 2-0-0 wide .. fil betM9,thebollorn chanf and...,oh!l'llll!IID!fS. 8) A plalie rang n!dJdian d ~ has been appied larlle !Pl!eff ..._.. llll!IID!fS. 9) This truss is desi!,18d in d01XJ1da 101! wilh lhe 2018 lnlemalional Building Code section 2306.1 and 1ef&e,,a,d S1andard ANSlfTPI 1. 10) This lruss has been designed for a moving concenlralBd load of 250.0lb liva located at all mid panels and at all panel points along the Top Chonl, llllrlllllllCUlwlilh _,,olherlioeloads.. 11) Glme,-canies __, SIJilll(s): 22-0-0 from 0-0-0 lo 18-2-0 12) Graphical pui1in represenlation does not depict 1he size « the C:. ief itatiol I m the puifin along the top andfor bottom chonf. LOAD CASE(S) Slandanl 1) Dead+ Roof Live (balanced): lDnba •==wsc 1.25, Pia; •=wsc 1.25 £ WARNING -Verily deotgn parometero and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml~7473 rwY. 5119/2020 BEFORE USE. Doap ___ ....,_llilT __ Tlils...,.lo-■dmlJ ___________ ...,. _____ _ __________ ....,_ _ _., .. .......,of ...... __ "'-"_.,....._.....,._ ... _ ~delii,l. 11raang.-■1o-~of--------trif. -.._,----bracing .. ....,........,. ... _,__ .. _.........,_.,._. ___ ..., __ ..._... ,.._..~._... .. -----~.--bradngof ___ _,_,_ -O■llllraa.-.---..-.~ S..,.--fn>mTNA-.,-_2lmla...._._.-21113-.IE:zoan May 10,2023 111· j Milek· llilTol: USA. -«JOSUmoe---.Sulo210 Boffylle 1 Job 1:ss Truss Type Qty Ply 13101-22-WAROAK RES-GO R76207061 13101-22_R Half Hip Gade.-1 2 I Jab Retinnce ,_ MimanTIWS, Ulllmide, CA-92D40. IL5JO s u. 9 2DZ3 lliTa......., 1nc.. Wed..., 10 tlt:25:42 2DZ3 Page 2 lb.iClllll:illJgl:dllMJn2'1111bli!WllJ9-l~Pl'lllffll"-3111Sg,,_,,U.OUl'l1CbGIQIIJIOllaii7J4zJC?f LOAD CASE(S) Standard Uniform Loads (pit) Vert 1-4=Q. 4-6=--82.. 1-7=-623(F=-603) £ WARNING -Venly deolgn .,.,.,.,...,. and READ NOTES ON THIS AND INClUDED MrT8< REFERENCE PAGE Mll-7473 ,...._ 5.'19/2020 BEFORE USE. Doligo_..,_...,_llff ___ llil..., .. _..., ____ .___ ..... _________ _ __ ..,....,, ___ ... 111-.g...,... _ _..,, ... ~.,, ...... --"'-"'-----............ - ~desigl. BnldliglndicalediolDp,sveribuddingufnividual,,._...i,_cho,d,_,__ony_ Addllional"'"-"'Y■ndpem,,s,enlbnd,g ._,.,.........,__,_~_ ........... ,,_.,._,.,,, _____ Far..-.-......... ----~.--.-.....,..,, ___ ,,,_,_ _,,,,_,~osaa-a:s,.,...c....- S.r.tylnfo,m■don ..-rrom Tn.u Plale lnslilula, 267ll Qain Hlghw■y, Suite 203 Waldotf, MO 20601 Ill Milek· I ..,._._,_ 400 -,.__,., -Z70 .,__.._CA!ISll6t Job Truss Truss Type I~ Pty 13101-22-WARDAK REs-GD R76207062 13101-22_R T03 FlNC 1 I Jab Rdarw,ce ,_ .....,Truss, Lakellide. CA-92040. 5-6-U 8..5311 s llar 9 2DZ3 lfis ....--.1nc. _..., 10 10:25:43 2DZ3 Page 1 lb,.,allltll!lf!ll5dlilWJ10111b3.!N.p!M'IJIC'jlPslmJl-1q311EgPqnl.811t3ufllllbGKll~Dai1.kzJC?I 10-7~ -~10-6 Scale = 1 :35.5 -4118 = 3 1 :.1l .&---::A""'"----------------f4+--------------+6--f----------------'::....=--7l a -=='---------------------------------------------------~~ 5118 = 3118 7-3-1 13-11-15 Plate Offsets CX. ~ 17:.iM-O 0-3-01 l..OADatG (p;t) I SPACalG-2-0-0 CSL I DER.. in (lac) !Idell Ud Pl.ATES GRIP Ta.L 20.0 f'laGr.,OOl. 1.25 TC o.58 Vm(l.L) -OD7 6-13 >9119 ,MO IIT20 221r195 TCOL 21.0 1 l..urmer OOl. 1.25 BC 0.48 v~ --0.35 6-13 >731 180 BCLL 0.0 • Rep Stress Iner YES WB 0.30 Horz(CT) 0.09 5 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Ma1rlx~S Weight 80 lb FT =20"4 WIEER TOPCHORO BOT CHORD WEBS 2X4 OF No..1&Blr G 2X4 OF No..1&a-G 2X4 OF SIIUIIISld G IIRACING TOPCHORD BOTCHORD 5'ucu-al wood shealhing ciredly appied or :}-.g.13 oc p&dns. Rigid ceilmg ciredly appied or 10-0-0 oc br.Dlg. REACTIONS. (SIZe) 1=Mechanlcal, 5=0-3-8 Max Horz 1=-31(LC 10) Max Grav 1=1099(LC 1). 5=1099(LC 1) FORCES. (I>)· Malt.~ Ten. -M bees 250 (I>) or less Ollelll..,. shlMn. TOP CHORD 1-2=-255Ml, ~2241AI, 3-4=-2316'0, 4-6:-2640IO BOT CHORD 1-7=a2369, 6-7=Crl629. 5-6=0f24n WEBS 2-7=-482/72. 3-7=0/658. 3-6=0/747. 4-o=-521/71 NOTES- 1) llibala.N.ed ,oaf live loads have been c.u.sidaed for lhis desi!,>. 2) Wind: ASCE 7-16; Vul=110n.,t, (3-second ~ Vasd=87qih; TCOL=8.4p;f; BCOL~ IF25lt; IF-45ft; L=:37ft; ea,,e=Sft; Cal It; £lip B; Endo5ed; IMFRS (m,:dunal) and CC &leriul(2E) ~ ID 3-11-6, lrmiu,(1) 3-11-6 ID 10-11-0, Emriur(2R) 10-11--0 ID 14+13, lrmiu,(1) 14+13 ID 21-10-0 :zone; ~ill!ll and ,WC f!IIPURd ; end wdcal ill!ll and ,WCe,pused;C-C b menD!1S and fon:es & MWFRS for reactions shoMl; Lumber DOl.=1.25 ~ ~ DOL=1.25 3) n.s buss has been desl!1lEJd flJr a 10.0 psi lumn chord live load ooncuncurrent wllh any DIii« live loads. -4) • This truss has been desi!,,ed b a live load d 20.0psf on the buaum chord in al areas where a reclar9e 3-6-0 lal by 2-0-0 wide will fit~ lhebuaom chord and_,,.._~ 5) Apla>raa,gtldldiund3"'hasbeenappiedbh!9""'11Ulb!l'llll!llb!IS. 6) Aelel-lDginler(s)b~ID-.-c.u■ii!du,s. 7) This truss is desi!,,ed in aa.uct...1Ce .;e, lhe 2018 ,..,,,.....,. Building Code sediun 2306. 1 and 1efetai0tld ..tandard ANSIIJPI 1. 8) This lruss has been designed for a mowing ""'"""*.-.cl i..ad al 250.0lb liw! _..-, al all mid panels and al all pm,eJ pons along lhe Top Olilld. nur ■lUl1CUll"1 wilt, any c,a.,. iw, luads.. £ WARNING -V«1ty dNlgn porarnetof$ and READ NOTicS ON THlS ANO INCLU0€0 MrTEK REFERENCE PAGE Ml~7473,..., 5119/2020 BEFORE USE °""91_1Dr,_ant,_lliT ___ lliodoli!,tlo_anty_pa-. __ andlo1Dran-...a.--.g-.na1 a vusa system. Before use. lhe wkU"ll desig,Mlf must v.;ty lhe lll)Cllcal,ilil ol ctesv, .,.,,.,_. and pr-1y incc,pon1ts this desiw, inm lhe O'MBII -. ..... lbdog--•---.al------...,_ -~-----. ..,. ___ ... ___ ... _ccao.-_..-~...,,------_ _......,.._.... .. __,, .,._,delv9y,eredlonandbraca,golin.-and1NAsyslems,-AIISlfrPNQuafty~,DSB-n-BCSIS.-.,c-r,,on.,,t S..,..-__ T_,_--,26700liln.__,_203_,_M020601 May 10,2023 -Milek' Mff ek USA. Inc. -4005'nllo---270 1 Job Truss Truss Type Qty Pty 13101-22-WARDAK REs-GO R76207063 13101-22_R T03A ..... 1-fp 1 1 Jab Reference ,_ lareside, CA-92040. ~ 8..5311 s Illar 9 2DZ3 lfi• .......... Inc. Wed May 1010:25:45 2DZ3 Page 1 lballlCl!Dll2i,gEil:Mllf.lllZ!ll:,IIJ3z!l~~C7PIIIJJIIIHq3NS_...~dijlllll:,GIC.1MCDoU.MzJC71 Plate Offsels fX.. Y}- L.QADN; (psi) TCU. 20..0 TCOL 21.0 BCLL 0.0 • BCOL 10.0 6-0-0 6-0-0 6-0-0 4.00 (12"" 9 !iolll = 13:0-6-4.0-2~ 19:0+0 0-3-01 I SPACalG-2-0-0 PlalleGr.,DOL 1.25 lumberDOL 1.25 Rep Stress Ina-YES Code IBC2018/TPl2014 6-0-0 12--0-0 6-0-0 CSL TC o..&6 BC 0.48 WB 0.80 Matrix-MS 4x8 = 8 -= DEFL Vat(ll.) Vert(CT) HotZ(CT) 1~ 4-9-8 in (lac) .,.... I.kl -OJJ6 9 >999 240 --0.28 8-8 >911 180 0.07 6 n/a nla ~ 4-6-0 2114 11 7 4ll12 = 21-3-8 4-6-0 PlATES IIIT2D Weight 100 lb I Scale= 1:35.7 3x8 - 6 2114 GRIP 220f195 FT=20% I...UlmER TOPCHORO BOTCHORO WEBS 2X4 DF No.1&Blr G 2X4DFNo.1&a-G 2X4 OF S1ullSld G m:IACNG TOPCHORO BOTCHORD Shcual wood shealtwlg dredly i1IJl]ied or 3-9-3 oc pu,tins, elalJlend wrticals,. and 2-0-0 ocpa.dns (6-0-0 ma.):~ Rigid ~ diredlJ i1IJl]ied or 10--0--0 oc blaang. REACTIONS. (size) 1=0-3-8, 6=Mechanlcal Max Hon 1 =99(LC 11) Max Grav 1=1078(LC 1). 6=1078(LC 1) FORCES. (I>)-Max. ~ Ten.. -NI forces 250 (I>) or less..,..._,.,. shiMn. TOP CHORD 1-2=-26100. 2-3=-1515f33, 3--4=-910153.. 4-6=-910l53. 5-F-1035B1 BOT CHORD 1--9=--9llr.M-40, 8--9=-81112,440, 7-8=-6811429 WEBS 2-9=0/261. 2-8~1082/29. 3-8=01492. 3-7~599/30. 4-7~59163. 5-7~1311304 NOTES- 1) !AibaaiCed ,od live loads have been OOIISideied for tis desi!,\. 2) Wind: ASCE 7-16; ~10n.,t, (3-second !J)Sl) Vasd=87n.,t,; TCOL=8.4psf; BCOL~ h=25ft; 8:-4511; l:J7ft; eave=5ft; Cal I; &p B; &dosed; IMFRS (chclanal) and CC E:derim(2E) 0--0--0 ID 3-7-13. lrmior(1) 3-7-13 ID 12-0-0. Emrior(2R) 12-0-0 ID 17-1-15, lrmior(1) 17-1-151D21--1-12 :nine; ~Id and ,.Caposed ; end-w,lical Id and ,WC aposed;C-C for members and forces & MWFRS for readions shown; lumber DCll.=1.25 plate i,;p DCll.=1.25 3) Prolllde adequate drainage ID p,-nt water ponding. 4) This lrUss has been designed for a 10.0 psf botlarn chord live load nonooncurrent wilh ary ae-live loads. 5) • This truss has been desi!J1ed for a live load d 20.0psf on the botlarn chord In al areas.,_., a rec:langle 3-6-0 lal l,v 2--0--0 wide .. -~ lhebcallnc:hord and ..,.,._mern11ers. 6) Apia ralirlg redldon d3"'hasmsti1IJl]iedforlhegn,a, .....,_llmllllas.. 7) Refer to ginlef(s) for truss to truss 001■1ectio11s. 8) This truss is designed in acoardance IOilh lhe 2018 ~ Building Code section .2306.1111.J ,dale.101:d stalldlwd lWSVrf>I 1. 9) This truss has been designed for a .no,,-,g OOl-.a•iiEII i..ad d 250.m> he llocaed at al mid...-and at al panel pons along lhe Tc,p Oionf. nonooncurrent wilh ary .,._he loads. 10) Graphical purlin representation does not depict the size or the o, iet 1tatio,, of the pu,fin along 1he top and/or bottom chord. £ WARNING Ver,ty design porometers and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 r■Y 5119/2020 BEFORE USE °""9'valdlor,_OdOf_MT_-.n-deolgr,■-OdO/-----■fora,-~---.no1 a trusa system. Balon, use. Iha buildinjj desigl\er muat verily lhe ~ al <teovi """""8W1I and pr-1Y inoooporate lhia desiiJ, -lhe CMnll ba.,gdooigll. lbdllg--■lo--ll■dllogol ______ ..,.,__.........., ___ ...._ ._,.n,qoind ... ______ ...,.__.,._.,._...,,..,_,,-.,. Far_...-..._.. .. --------,_ endon and bracing ol-and trua systems, see ANSVTPN °"""'Jr Ofl'ori., DSB-fl-BCSIBl-.g Component S...,,-__ T __ ,_ ____ 2l6700aln~.Soae20J~III0208C)1 May 10,2023 Ill Milek· MITel<lJSA. Inc. -0005',nrioe-.S.-ZTO 1 Job Truss Truss Type Qty IP!y 13101-22-WARDAK RES-GD R76207064 13101·22_R T03B tip 1 I 1 Jab Raoralce '......,._,. lli&sian Truss. laresida. CA. !l2IMO. ll.530 s Ila.-9 20Z3 lliTd< hluln!s, Inc. Wed lllay 10 11t25:46 21123 Page 1 lb.xiDi:.llflll:llCAIMllr0111b3z!~&-AllC7F"sBl'Ultiif3N~pJ!i.31JffXlbGICWIC:OOi7.MzJC?I ,0 ~ 0 3ll8 Plate Offsels (X,Y}-- l..OAD9tG (psf) Ta.L 20.0 TCOl. 21.0 BCLL 0.0 • BCOL 10.0 UJlmER- 7-CMI 7-0-0 5111 == 7-0-0 I 7--0-0 11:o-0-&,Edgel. 11-0-1-a,0-2-0L (4:0--4-0,0-2-31. [9::0-4-0.G-3-0J SPACalG-2-0-0 Plale Gt., DOI. 1.25 ....,._DOI. 1.25 Rep Stress Ina-YES Code IBC2018fTPl2014 CSL TC D..IIO BC 0.57 we o.97 Matrix-MS 7-0-0 14-0-0 7--0-0 DEFL in Vt!ll(U..) ~ Va1(CT) -0.35 Hor:z(CT) 0.08 19-11M S-1().4 41<12 ::= 1~1().4 S-1().4 (lac) lldel lJd ~12 >999 240 ~12 >716 180 6 n/a n/a Pl.ATES IIT2ll f 21~ 1-5-4 Scale = 1 :37 .3 6 5III ::= 2x4 It 21-3-8 1-o-4 GRIP 220t195 Weight 104 lb FT=20% TOP CHORD 2X4 OF No.1&Blr G BOT CHORD 2X4 OF No..1&ar G WEBS 2X4 OF SludlSkl G BRAC91G TOPCHORD BOTCHORO WEBS 5aucual wood sheaOling 6edly applied or 3-1-0 oc ptD1S, OIZIJlend Wlkals, and 2-0-0 oc pwlns (6-0-0 maJL):: 3-4. Rigjd mling dredlJ applied or 11HHJ oc br.D'lg. 1 Raw at midpt 2-8 REACTIONS. (SIZe) 1=0-3--3, 6=Mechank:al Max Horz 1=109(LC 11) Max Grav 1=1078(1.C 1). 6=1078(1.C 1) FORCES. (I,)· Max. Calip.Max. Ten.· M farces 250 (I,) or less ellZlll when shlan. TOP CHORO 1-2=-251-W. 2-3=-1282J40,, 3 4= 3D&4.~ S$=-1066f25 BOT CHORO 1~108t'Z339, 8-9=-1111112339. 7-3=-86f11311 WEBS 2-9=0/310. 2-8=-1283/21. 3-8=0/587. 3-7=-1049/45. 4-7=-337/86. 5-7=-53/1037 NOTES- 1) lktbaaO:d roof he loads haw! beet, tulSideied for tis desi!,l. 2) Wind: ASCE 7-16; Vul=11~ (3-second gust)Vasct:87"1]11; TCOl.=3.4psf; BCOL~ 1F2511; 8=45ft; L=3711; eave=Sft; Cat. II; &p B; &dosed; IMFRS (cndlonal) and CC Emrior(2E) IHHI., 3-7-13,, lrmior(1) 3-7-13., 14-0--0, Ederior(2R) 14-0-0., 1~1-15, lrmior(1) 1&-1--15., 1&-1CM. Emrior(2E) 1&-1CM ID 21-1--12 zune; ~ll!lland ~ api-i : end w,ticall ll!ll and f91l exposed;C-C fur members and fon:es & MWfRS fur reactions shcMn; Lumber OOl.=1.25 plate grip DOl.=1.25 3) Prolllde adequate dranage ID prevent -ponding. 4) This buss has been designm for a 10.0 psf boDan, chord he loal nonconcun!nl wit, any o9a-he loads. 5) • This truss has been designed for a he loal al 20.0pd on lhe a-.. chard In ,. areas-.. a rectangle 3--6-0 tal by 2-0-0 wide ..• ._. ... ~chord and ..,,aa-members.. 6) Aplale ra,g ll!lb:lorlaf2ffll.hasbeenappliedb-91egn,on..,._....-.s.. 7) Refer 1D girdef(s) for truss lo truss tu■ e:&.15. 8) This truss is desiwied in aocordanoe ... lhe 2018...,,,,..,,... Building Code S<dol'I .2306..1 and re1e,.,.o,d -.ldard AHSIIJPI 1. 9) This truss has been designed for a mooing a.wN.&•.ed UNI al 250.0I, he b:aed al al mid s-11!is and al al paid pons along 9le Tep 010n1. nonconcun!nlwilll any ah,-he loads. 1 0) Graphical pu,tn representation does not depict 1he size or 1he orientation of the purlin along the 1Dp and/or botlom chord. £ WARNING Verrfy design pon,rnet.,. and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MI~7473 ,..,_ 5119/2020 BEFORE USE. °""9'-lor-~-YT-....-.. Thildollg,'lll-~-...--·-•lor_,-...~.,.,,......_-a truss aystem. llefonl use, the building desig,,er must vslfy lhe ~ ol dMilJ, panllTlOlln and """"9<1Y inco,pon,te this deoi!Jl into the IMlnlll baldiagd■■go. lhdog--■ID-budllngol------~---------ii,-,S,equi,allor_,_,.,,._...,._....,.,._.,._....,. _ _.., ___ Fcr~gi-..,_.... .. _____ .,,._.,, ---brodngol _ _,t,unsystems,-AltSVTPlf OuolllY~ osa..--~~ S...,-__ T_,__...,:Ml70Cla1._.._.-2113~IIPID20801 May 10,2023 -Milek' l,lff ell USA. Inc. ~Sunrioe--S...ZlO Job Truss Truss Type Qty Ply 13101-22-WAROAK RE$-GO R76207066 13101-22_R T03C Hip 1 1 Job Rdlnrlce ,_ Mliaian T nas,. a..530 s Ma-9 2023 IIIIT• ......,._ IDc. Wm 11ay 10 10:25.;47 2023 Page 1 lb-'CID1:!lf!IIEdlWJ10iblB!IM.p!MIGC-:!Pslifflllt,i:J'IS5i,,.,tao(MIJCIIGICllWrODcii7.MzJC?f I 16-CHI 17-1CM ~ 5-2-13 5-2-13 4x8 = Scale= 1:36.8 -;, ... .... 11 5x8 = 5-6-6 Plae OllseCs CX. Y}-14~.0-2-«.111:0-4-0..0-3-0I LOADING (psi) I SPACING-2-0-0 TCLL 20.0 Plate Grip OOL 1.25 TCOL 21.0 r...wme,-[)()L 1.25 BCU 0.0 • Rep Slress Ina-YES BCOl 10.0 I Code l8C2018/TPl2014 UMIER- 4.00 [12 10-&-3 5-2-13 CSI. TC BC WB 0.50 0.48 o.n Malrix-US 3x4 :::- 10 3x4 = DEFL Vert(LL) Vert(CT) Hcn(CT) 16-0--0 S-2-13 in (loc) -0.06 11 -0.26 1~11 0.07 1 Vden >999 >971 n/a 4 20 9 3x4 = 17-1CM 1-1CM Ud 240 180 n/a 4x8 = 5 II 4x8 = Pl.ATES MT20 Weq,t: 115 lb 1 2x4 11 GRIP 220/195 FT =20% TOP CHORD 2X4 OF No.1&Blr G BOT CHORD 2X4 DF Ho.1&Btr G WEBS 2X4 DF Stud/Std G IIRM:816- TOPCHORD BOT CHORD Slrudural wood shealhing dn,dly l1lllJlied or 3-10-0 oc puitns, except end vertical:,, and 2-0-0 oc purlin:, (&-0-0 max.): 4-5. Rigid ceiling diredly applied « 10-0-0 oc bracing. REACTIONS. (size) 1=0-3-8, 7=Mechancal Max Horz 1=114(1...C 11) Max Qaw 1=1078(l.C 1), 7=1078(LC 1) FORCES. (lb) -Max. C«np./Max. Ten. -All forces 250 (lb)« less except when shown. TOP CHORD 1-.2=-2630/0, 2-3:-1799/0, 3-4:-902/47, 4-5=-588/60, ~2/57, 6-7=1047/46 BOT CHORD 1-11=71/2459.1~11~7112459. 9-10=-87/1645. ~1 WEBS <t-9=0'645. 4-8=-nor.!O, 6-8=-371922. 2-10=-88&'5. 3-10=0f457. ~1039121 IIIOJES.. 1) ll...._...at roafloe loadslaoe me, Wi..ideecl furt'li5 c1esi!PL 2) Wind: ASCE 7-16; Vult=110mp, (3--=ond gust} Vasd=87mpr, TCOL=a4pd; BCOl..=6..0pd; IF25ft; 8=4511; l=37ft; eave='5lt; Cal II; Exp B; Encloeed; MWFRS (directional) and C-C Exterior{2E) 0-0-0 to 3-7-13, lnterior(1) 3-7-13 to 1&-0-0, Exterior{2E) 1&-0-0 to 21-1-12 zone; can1ilever left and right exposed; end veftical left and right exposed;CC for members and forces & MWFRS for readions st.Mn; r...wme,-DOl.=1..25 plate ff DOl. =1..25 3) Provide adequale drainage to pr--,awaa,,-ponm,g. 4) This lruss has been~ b-a 10.0 psf boaom chord he load l'IQflCOIIIUl1f..,.., .._ he loads. 5) • n.s 1nJs:s has been desi!,led fora Ille load d21Ulpsf mt..,....., chord in,. _,_.._...a-,., 3-6-0 W l,r 2-0-0 aide ... ~ ......... chordandany.._llll!IID!IS.. 6) A plate rating reduction of 20% has been appl"ied for the green lumber members. 7) Refer to girder(s) for 1nJs:s to "1Jss Wi■.edioi.s. 8) This truss is........, ir, a:wnt.■-.., h, 2018 • .,.,.._.,. 8dlm,g Code sediml 2306..1 and :duu.ced alaldanl ANSIIIPI 1. 9) This truss has been desi!,led b-a ll'KMl'9 W1c:uaalbd ILal d250.lllb loe locaed al,. rid panels and al_. panel poinls along the Top Chord, nonconam,nt with any other live loads. 10) Qaptacal pin,, 1q11eSa.....,, does rd depict the size orb, miullallil:■1 ~.., iufn along h, top aJdlor baltom dlOnl £ WARNING -V'1tffy del,gn l)Oramete<s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473,.., 5/19/2020 BEFORE USE. Dooip, ___ ..., ____ "Jllil...,is_..., __________ ....,...__, _ __ ,,,__ ___ ..._,....,__wai!J ................. __ _.., ___ ..., ___ _ bulding desi!,I. Bracing in<la■lod 1110 .,._ liud<lng d-... naweb-chord .....-. rriy. _ ...._..,. _ pemlllWll lncing •""-P ........... ......._,_..,_....,.__~...,_....,. ______ Fo,jlOleaguoiollae._... ... -----~--1nmiv•---.,-,--a.oa,~-----~ S-,.-__ T..__,__:zim,o.,._,_,Sulo2D3-.MD20601 May 10,2023 "' .:. .. .... "V .... Job Truss Truss Type Qty Ply 13101-22-WAROAK RES-GO R76207066 13101-22_R T030 Conman 1 1 Job~,____,.. ......,TIUSS, La:esida, CA. 92IMO, s-7-11 8..530 s Mar 9 2023 lfi dt lndulnlS, Inc. Wad May 10 10:25:49 2023 Page 1 lb,-,cJiD'1t,nE:-.-WJii12wt1b3z!~II-HC'1F'IIBJIIHq~~,UlslllITTallGICMC:Daii7J4zJC?f S-7-11 211( 7-1..J 7.1-3 Plae Ollsds ()(,Y)--!81M-0,0-3.g LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 125 Tait.. 21.0 Lumber OOL 125 BCl.1. 0.0 • Rep Snss Iner YES BCOL 10.0 Code IBC2018/TPt2014 lJaEER. S-7-11 4.oo f12 8 Sx&= CSI. TC 0.56 BC 0.53 we o.96 Malrix-MS 3X6 -::;. 14-2-6 7-1..J D£FL in Vert(LL) -0.09 Vert(CT) -0.32 Hor2(CT) 0.07 S-7-11 4--4-e 4x12 = Scale = 1 :38.1 4 18 3"4 7 21 22 4x6 = 6 3x6 - 21~ 7.1-3 (loc) Vdeft Ud PLATES GRIP 8-11 >999 240 MT20 220/195 8-11 >794 180 6 n/a n/a W8911=99lb FT=20'll, TOP CHORD 2X4 OF No.1&BlrG BOT CHORD 2X4 DF Ho.1&Btr G IIIRACNr TOPCHORO S'1Jcual wood sheathing din!dly 8A)lied or 3-8-8 oc pulfins. except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiing direclly applied or 10-0-0 oc bracing. REACTIONS. (size) 1:o-3-8, &-Mecf 131ic:al Max Horz 1=117(1.C 11) Max Grav 1=11-46(1.C 17). 6=1164(1.C 19) FORCES. (lb)· Max. Comp./Max. Ten.· All forces 250 Ob) or less except when shown. TOP CHORD 1•2=-2738/0, 2·3=-2480/0, 3-4=-1268/41, 5-6:..336158 BOT CHORD 1-8=-64/2603, 7-3=-61111661, IH=-60f709 WEBS 2-8=-6CJM;1, 3-8=0/889, 3-7:.341154, 4-7=0'1048, 4-6=-1124'44 IIOTES- 1) U,ibaA;■IOtd rod..., bKl5'-beD, OA&idaed fllrtis clesql. 2) Wn1: ASCE 7-16; ~10rnph (3-second ~)Vasd=8711,.ih; TCOL=3.4psf; BCOl.=6.0psf; IF2Sft; 8:4511; L=31'ft; eave=5ft; Cal II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior12E) 0-0-0 to 3-7•13, lnterior(1) 3-7·13 to 16-11 ·2, Exterior12R) 16-11·2 to 20-6-15, lnterior(1) 20-6-15 to 21-1·12 zone; cantilever left and '911 exposed; end vertical leltand right exposed;C-C for members and fon:es & MWFRS for readions st-,; Lumber OOl.=125 plate ff DOl..=125 3) This buss has been designed for a 10.0 p5f boGom chord live load nonconcunenl wilh any oe-Ive loads. 4) • This truss has been designed for a live load al 2WJpd on lhe bollDln chord in al an!aS ..,._a~ 3-6-0 tal br 2-0-0 wide _. 8.belweenlhebcaJln chord and -,oa-~ -.BCDL= 1~ 5) Aplate raling nudDn al2DS hasbeen31111iedforlle!P""'_.._lllmlbers. 6) Refef' to girder(s) for truss ID truss comections. 7) This buss is designed■, iiWUidaice..,.., 201a 11,.,.,,....,a1 Bu1m,g Code sedion 2306..1 and ,ete.e.10ed .landard ANSllll'I 1. 8) This truss has been designl!d for a 1NM119 0AL&•ad bid af 25D..Ob...., loc:a,d al al lllid palds and alal pend poinls alcng the Top 01llnl, nonconcum,nt ... any,__...., loads. £ WARNING Venty dMlgn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rwv. 5119/2020 BEFORE USE. o.g,,_ .... _...,_lliT ___ n.....,._...,_.,._,. ____ ..,. __ .,__ __ __ .,_.. __ ... ..-....,_ _ _., .. .......,.,.,....., __ .._.,_,...._....., ___ _ tx-.v de■vl-~-•ID.,.-buddingd-..i.._. ___ .....t,,na,ty. _,.,...._.,,__,~bracing • ._,.....-1or-,_1o_..,..__....,...,._iojllry _ _,, ___ F«--~._.. .. ---~----...._ .. ___ .,_,_ -o.a,,a...._ossa-acsr--.c:o..io- s.,..,,---fnlmTIUIS---2117Q0..,,_,_,_2113_ . ..,_ May 10,2023 Ill Milek ..Toll~loc. __ ,. __ :zn, • 1