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HomeMy WebLinkAbout1343 FOREST AVE; ; CBR2022-0771; PermitBuilding Permit Finaled Residential Permit Print Date: 06/11/2024 Job Address: 1343 FOREST AVE, CARLSBAD, CA 92008-1010 Permit Type: BLDG-Residential Work Clas s: Addition Parcel#: 1561107600 Track#: Valuation: $27,217.28 Lot#: Occupancy Group: U Project#: #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Construction Type:VA Orig. Plan Check#: Occupant Load : Plan Check #: Code Edition: Sprinkled: No Project Title: Description: 1343 FOREST; NEW ATTACHED (736 SF) GARAGE Property Owner: FEE ATTACHED ACCESSORY & UTILITY USES BUILDING PLAN CHECK CAMPMACK 1343 FOREST AVE CARLSBAD, CA 92008 BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -Medium Total Fees: $2,345.60 Tota l Payments To Date: $2,345.60 Permit No: Status: (City of Carlsbad CBR2022-0771 Closed -Finaled Applied: 03/08/2022 Issued: 04/25/2022 Finaled Close Out: 06/11/2024 Final Inspection: 06/06/2024 INSPECTOR: Renfro, Chris Balance Due: AMOUNT $932.16 $605.90 $194.00 $98.00 $175.00 $2.00 $3.54 $271.00 $64.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similarto this, or as to which the statute of limitation has previously otherwise expired. Building Division Pag e 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION Plan Check aJ/I.Lo22 -O 77 / Est. Value ~# -u_:i._ ?-.~ PC Deposit '11~ ,. C!f 'O Job Address 1341 r-orest Avenue (T/D O eC't ff BRIEF DESCRIPTION OF WORK: I □ New F : L·ving Sf-, ____ I.Jec.k ~!- IS th, to create a 1 Accessory Owe ling Unit? l D Remodel: SF o affected area B-1 RECf.1\tED MARO 'l 2022 CITY OF C . --,L~BAD BUIL: __ ,Nd--• 1 i::J\ON xis ,ng home Date .,a-6-.2.o2...:a.. APN: 1 56 110 76 Vear Built: 1949 ___ P t,o <:,r ,__ __Ga•age SF 736 O V . N "Jew Fireplace? O YO N if yes how many) Is t 1, a red a conversion or clicinge of uc.e ~ 0 YO l\i D Pool/Spa. ____ Sf-Additional Gas or E:.lectmdlf-e,iturpc;? □ solar: KW, _Modules, Mourted.O RootOGround, Tilt: YO N, RMA: Y O N, Battery Other: N, Panel Upgrade. O v N PRIMARY APPLICANT Name Brian O te Address: 259 Brookside Lane City: Oceanside state: Ca Zip: 92056 Phone: 760 917 6721 Email: bnan@o fe us DESIGN PROFESSIONAL Name: Briar O t& drnft1ng (see above) Address: City: State: Zip: Phone: Email: Architect State License: PROPERTY OWNER Nam. Address: City: Brian Mc nerny 1343 Forest Ave Car sbad State: Ca Phone: Email: 760 434 6314 beyondlhemac@yahoo com CONTRACTOR OF RECORD Business Name Address: City: Phone· Email: CSLB License #: State: Zip: Class: Carlsbad Business License# (Required): Zip: 92008 APPL/CANT CERT/FICA TION· I certify that I have re uJ che appltcat101 and ~taie that rhe ab, v, m ,rmnt," ,, ,r , t ~ t~at rh ,nfom,a•1on of ti> pl11n ,, a urute r ,1 r, 'r on"ply with uJi C n r:Jmanc 1pd t, '1.: lows rPlauna r bt1tl ,m Of".truct1,11 NAME (PRINT)·) 1615 F r ,1d,,y Av, C rl b I C;. 97flrJt < 11, Bullding@carlsbadca.gov HI ( rol ED A PE M T I u , r , ~L BE 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 O~ LETTER IS REQUIRED PRIOR TO ~ERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaff irm under penal tyof per jury that I am licensed underprovisionsof Chapter 9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in fu{( force and effect. I also affirm under penalty of perjury one of the fallowing declarations (CHOOSE ONE): f t UR w Expiration Date. c, to secur, c cost of comp CONSTRUCTION LENDING AGENCY, IF ANY: Lend rs Ill NAME (PRINT): _________ SIGNATURE: __________ DATE: _____ _ ot II he p r~n s gn ng bo11 s 11n authorized ag l't for 1'1e contracto a letter of aulhom.itlon on cot>tractor letterhead -OR- (OPTION B): OWNER-BUILDER DECLARATION: 0 FORM B-61 NOwner Builder Acknowledgement and Verification Form" Is required for any permit issued to a property owner By my signature below I acknowledge that, except for my personal residence In which I must have resided for at least one ye.sr prior to completion of the lmproveml'nts covered by this permit, I cannot legally sell a strutture that I have bu1I as an owner builder 11 It has not been constructed In its entirety by licensed r,l t ~ / h ,able ,, Sec 7 4 {th B a of DI' ( d0 1 a1/'Jt euoon1 1e •w , sap I ' tf ~ b L 1J I le Build1ng@carlsbadca.gov ( City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address f ~ 4: Y ~1 ,A:V'I:, 7 Zf)Of The City of Carlsbad ("City") is providing you with this Owner--Builder Acknowledgment and Verification form to inform you of the responsibilities and the possi ble risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and in itial each statement below to acknowledge your understanding and verification of t his information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform t he property owner of his/her obligations re lated to the requested permit activities. I. fJ~I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner• Bui lder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and su bject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. 11./2 f.JJ{1.1 understand building permits are not required to be signed by property owners unless they are responsible ,,.I} for the construction and are not hiring a licensed contractor to assume this responsibility. 111/f,tJ!l_l understand as an "Owner-Bu ilder" I am the responsi ble party of record on the permit. I understand that I L fl may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV~I understand contractors are required by law to be lice nse d and bonded in California and to list their license Y• numbers on permits and contracts. . ~ \/~I understand if I employ or otherwise engage any persons, other than California licensed contractors, and -,1/~tal value of my construction is at least five hundred dollars ($500), includin g labor and materials, I may be co nsidered an "employer" under state and federal law. 1 REV. 08/20 Owner-Builder Acknowledgement Continued VI. g.decstaod ;f I am cons;de,ed an "employee" unde, state aod fedecal law, I most ceglste, with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these law~I?fY subject me to serious financial risk. v1il¾JLJ!Junderstand under California Contractors' State Lice nse Law, an Owner-Builder who builds single-family ·v~esidentia l structures cannot legally build them with the intent to offer them for sa le, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. v111f~ I understand as an Owner-Builder if I s~II the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. 1-xpffl I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. x.1.¥/J/L am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsi ble for proposed construction activity at the following address: x11/~1 agree that, as the party lega lly and financially responsible for this proposed construction activity, I will abide by all applic ab le laws and requirements that govern Owner-Builders as well as employers. x11.,{';)JJJ5 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a li cense, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while worki ng on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty af perjury that I have read and understand all af the infarmatian provided an this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel priar to signing this form, and I have either (1) consulted with /ego/ counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel. Pfl.lA-!J G.. ('1 C I 4},l;fLA) ~ 'Property Owner Name (PRINT) 2 REV. 08/20 Building Permit Inspection History Finaled ( City of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-0771) Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner : TRUST CAMPMACK Work Class: Addition Issue Date: 04/25/2022 Subdivision: PARCEL MAP NO 14134 Status: Closed -Finaled Expiration Date: 09/1 2/2023 Address: 1343 FOREST AVE IVR Number: 39196 CARLSBAD, CA 92008-1010 Scheduled Actual Inspection Typ~ Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 04/27/2022 04/27/2022 BLDG-SW-Pre-Con 181413-2022 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/05/2022 05/05/2022 BLDG-21 182130-2022 Passed Chris Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/19/2022 07/19/2022 BLDG-21 187167-2022 Passed Chris Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/25/2022 07/25/2022 BLDG-11 187561-2022 Passed Chris Renfro Complete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/15/2022 09/15/2022 BLDG-13 Shear 191729-2022 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMME NTS Passed BLDG-Building Deficiency Yes BLDG-14 191728-2022 Passed Chris Renfro Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-15 Roof/ReRoof 191730-2022 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/16/2022 11/16/2022 BLDG-84 Rough 196702-2022 Passed Chris Renfro Complete Combo(14,24,34,44) Tuesday,June 11 ,2024 Page 1 of 2 PERMIT INSPECTION HISTORY for (CBR2022-0771) Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner: TRUST CAMPMACK Work Class: Addition Issue Date: 04/25/2022 Subdivision: PARCEL MAP NO 14134 Status: Closed -Finaled Expiration Date: 09/12/2023 Address: 1343 FOREST AVE IVR Number: 39196 CARLSBAD, CA 92008-1010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 03/16/2023 03/16/2023 06/06/2024 06/06/2024 Tuesday,June11,2024 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Roug h Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS BLDG-33 Service 205642-2023 Change/Upgrade Checklist Item COMMENTS BLDG-Building Deficiency NOTES Created By TEXT Status Passed Angie Teanio 760-434-6314 Brian BLDG-Final Inspection 250962-2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Passed Chris Renfro Chris Renfro Passed Yes Yes Yes Yes Yes Passed Yes Created Date 03/15/2023 Passed Yes Yes Yes Yes Yes Complete Complete Page 2 of 2 Carlsbad CB-CBR March 2.5, 202 SPECIAL INSPECTION AGREEMENT B-45 Building Division 1 ~~5 rc3-JdJ· A;e..,..,,:- Jc::orda ce with Chapter 17 or the California Bu1td1ng Code the following must be completed when work be•ng performed requires specral inspection. structural observation and construction mate11a1 testing. CB-CBR2022-0771 ProIect Address. 1343 Forest Avenue , 92008 A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. ;;,!ease c!1eck rf •ow are <)·one, Su ;:e _J 11· ~: c··,e,l<cc M, c,,ne· tu,lder 1,•oi; mus! also complete Section B of th.s agreement\ i ✓\ _:_ I ' l ,· ~, L. ; r=- ...... :; -,, ... ,,. .. ... ') t '--_. -::lf-ior;e: 7 .(c. :i'"' ...:·~r )j.:E1y 0.vner :JPrope-1•, Owne· s Agent of Recoro :JArchr·ec of Record .JEng,neer cf Reccrd ExpIrat•on Date AGREEMENT ,he L,ndersIg,·,-ad declan:: .Jncer ;:,enal,1 of petJJr·; under the avJS of he Sate of Ca rfo•r a :~,at 1 ,3,.,e rt::ZL .i: ,den,,ta rcJ acknowledge and orom1se to comply w1tr, t:-ie City· of Carlsbad requ1remer1ts for special n -pe;;t,ors s;;ucl 1°?, o!..,:,:t"1v;-;,:·ors coris!· 1ctIon ma e11a.s test11g and off-site 'abnca,,on of bu1ld1ng cornpone·i!s as presc-1t-.:c 1n r,e :t?.terne1'; ~I srecIa1 'lsi:,ectrons noteo o,~ tt,e ariprovt>d plans 3.-,0 as required bf the Canforn:a Bu:I::1,r:g Code / -;' •--.' L; --T--,.. l B. CON TRACTOR'S STATEMENT OF RESPONSIBILITY {07 CBC C , -: Section 1-:06). Th,s sect,on mus, t>:: cornple~&C ':', :,.: .:c;-, d::·ci-bvlacr owre: bu1lde' • r:_ ~--- Phone. 7 If __ ·'· t L_{, -~l '--I _ _ __ Exp1ra:1on Date I a::knowledge and am aware of special requirel'T'ents contained in the statemen: of spec,al nsoe:)t1cns 1ote;:1 or ""•e ::lPJXO ed DI?, n~ ' c::-:"nuwledge t"",at con:ro: \•,111 be exercised to obtain ccnfo,mance Ii>',~, the construe icn dccurne,,s aovov,::::: c~ 're: ouilli ng off1c1zl I ·, 11 ~.;;.·e ,ri-place ;::,rccedures for exer:::;1s111g control w1,hi11 our (the contractors) organ1zat,or fo~ ne, 1d:-,oc cirid ··0:'.!~encv of report,ng and the d1stnbut1cn of :ne -epors and :c ·'tit., thal 'will '1ave a ouall'1ed persof1 w1tn,,, our (the cor:tractor's, organization to cxerc:sc s .... cr cor·rol I will provide a final report I letter in compliance with CBC Section 1704, 1.2 prior to requesting final inspection. .,. /' 1 =-7 ;',.,-_,/ ,.fj;_,, , A,. i-1--/ ,, ~1 Jnai :re_· -:;I,/ _,:. ~-•. ./__ , , t <. • t -1 / !-<-:. /_.,,,,,.,-·_Date -~,_...,__?_/~/_,,~_ Page' cf 1 Pe, 03 •·• DATE: April 18, 2022 JURISDICTION: Carlsbad • lW JNTERWEST A SAFEbu,ll COMP NV D APPLICANT D JURIS. PLAN CHECK#.: CB-CBR2022-0771.rcl, Approved ____ SET: II PROJECT ADDRESS : 1343 Forest Avenue PROJECT NAME: New Garage Addition to Mcinerny Residence D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building 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 ~ REMARKS: Only one set of revised sheets A-1, A-2 and 5-1 were submitted to lnterwest. Applicant to slip sheet these revised plans to the sets at the city. By: Abe Doliente lnterwest 4/11/22 Enclosures: Completed Special Inspection form. µft,60 ~ t ~ °t'· 1{,,l l " 9320 Chesapeake Drive, Sui te 208 ♦ San Diego, Californ ia 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 DATE: March 25, 2022 JURISDICTION: Carlsbad • fflT I N1ERWEST A SAF'Sbullt' COMPAN'r' PLAN CHECK#.: CB-CBR2022-0771 PROJECT ADDRESS: 1343 Forest Avernue SET: I PROJECT NAME: New Garage Addition to Mcinerny Residence □ APPLICANT □ JURIS. 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: Brian Olfe 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: Brian Olfe Telephone#: 760-917-6727 Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente lnterwest (by : ) Email: brian@olfe.us Fax In Person Enclosures: 3/10/22 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CB-CBR2022-0771 March 25, 2022 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CB-CBR2022-0771 JURISDICTION: Carlsbad PROJECT ADDRESS: 1343 Forest Avernue FLOOR AREA: Garage -736 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: March 25, 2022 FOREWORD (PLEASE READ): STORIES: 1 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 3/10/22 PLAN REVIEWER: Abe Doliente 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 CMG 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 CB-CBR2022-0771 March 25, 2022 PLANS 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 lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 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 lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. 1. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 2. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 3. Delete truss design under deferred submittals on the cover sheet of the plans. 4. On sheet S-1 show truss type CJO1 on the truss layout. GARAGE 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 7. Show a self-closing and self-latching door or an automatic-closing and latching door; either 1-3/8" solid core or a listed 20-minute assembly, for openings between garage and dwelling. Section R302.5.1. Carlsbad CB-CBR2022-0771 March 25, 2022 PLUMBING 8. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8 GPM of flow. CPC Sections 407,408,411,412. MISCELLANEOUS 9. The plans indicate that special inspection is required. Please complete the attached City Special lnspction form . 10. 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 describe 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 □ 11 . The jurisdiction has contracted with lnterwest, 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 Error! Reference source not found. at lnterwest. Thank you. PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculation Garage Client Brian Olfe Project Mclnerny Garage 1343 Forest Drive Carlsba~~08 RCE C571 82, exp. 12/31/21 ',··r-;;;_ / l ~ ' ' f f",w,,L ry.s /tJtt-l<tt ' " ~,~ ... -.ri.n, ..... 0 CBR2022-0771 1343 FOREST AVE December: PCSD File#: 1343 FOREST; NEW ATTACHED (736 SF) GARAGE 1561107600 3/8/2022 CBR2022-0771 ,. Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Mcinerny Garage 21-651 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 I-Joists: TJI 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: LVL, PSL Compressive Strength@ 28 days per ASTM C39-96: Footings: 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 AS 15-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Batis & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) ••. :.,,5·~·· .. JOB 21-651 );.~ ?,ru/'G',l"'n:rte.n.ro.n &tm ~o £°.nJ6,eennJ SHEET NO 2,_ OF _ _._____ ----- I CALCULATED BY PSC DATE 12/22/21 ~ 3529 Coastview Ct -Carlsbad, CA 92010 CHECK BY DATE ----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 = Iu= Total Load= 2.2 Roof (w/ ceiling) Roofing 15/32" Sheathing RoofFram.ing Insulation and Misc. 2.3 Ceirmg Ceiling Joists IoL == I LL = Total Load= 518" Gyp. Bd. lnsulation and Misc. 2.4 Walls loL = _IL!.= Total Load-"" Exterior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. 6.0 psf 2.0 psf 2.8 psf 2.8 psf L4 psf 15.0 psf 20.0 psf 35.0 psf 6.0 psf 2.0 psf 2.8 psf 1.2 psf 12.0 psf 20.0 psf 32.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf l.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 1.1 psf 2.3 psf 8.0 psf $',u/f;,trtde.11J'0.11 eft/T.11 ~,.c bJV1etJMJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 21-651 SHEET NO 3 OF ___ _ CALCULATED BY PSC DATE 12/22/21 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. fusulation and Misc. IoL = ILL= Total Load a: 5.5 psf 2.3 psf 3.1 psf 2.8 psf 1.3 ps.f 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = I JO mph Exposure Cat = B Ps -= >.-K21•t*P$30 P = 26.6 psf (ASC£ 7-16 -Equation 28.5-1) P ; 16.0 psf (*0.6 ASD) 2.7 Seismic Sos a: (2/3) SMS Sos= 0.833 SD& Cs = (R/1) Cs= 0.128 USE: V= 0.128 WoL ASD BASE SHEAR VASO V Aso= 0.092 W DL (11.4.5) >. = 1.00 (fig. 2R.5-1) Ps30 ~ 26.6 psf Kzt = 1.00 (fig. 26.8) I = 1.0 USGS APPLICATION s .; 1.041 Fa= 1.20 R = 6.5 h. = 15.00 S1 = 0.37-9 f va: 0.00 I = 1.00 Occupancy Category: Site Class: 2 D SEISMIC DESIGN CATEGORY S1 <o.1s S1 >0.04 Ss>o.1s (11.6 ASCE 7-16) (11.4.2 ASCE 7-16) (fig. 28.5--1) (table J .5-2) T9=C1*(h0)°·75 ,,, 0.152 Ts = So/S05 = 0 k = 1.0 =4n. 12.8-1 Not 01 Ta<0.5 Seismic Design Category: D .. 12/22121, 2:43 PM :r.::::~ • .......... Mcinerny U.S. Seismic Design Maps OSHPD )A/ 1343 Forest Ave, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1717507, -117.3425731 Google . ·-· .. •· ·-- Date ! Design Code Reference Document , Risk Category f ---,,._ ... ___ .. '··-' :Type Value • Ss 1.041 , SMs I : Sp,,41 0.379 1.249 null -See Section 11.4 .8 0.833 null -See Section 11.4 .8 <•• ••-_., ... ..._ ~~.-<-,M••• v•-~>• •-•_,-,,-,-• --•• ·-i Type Value 'SOC null-See Section 11.4.8 : Fa 1.2 F v null -See Section 11 .4.8 [ PGA 0.457 'FPGA 1.2 ; PG~ 0.549 I TL 8 ' 'SsRT 1.041 , SsUH 1.16 , SsD 1.5 ' . S1RT 0.379 S1UH 0.417 S1D 0.6 'PGAd 0.542 • CRs 0.898 e,· ~-l>--4 ~rl':r ,;-o the Parkinson's ft connection T I i"'°., <;;;.(_ .... k • :-~-. , ... ".;1':,?,~/ . Gibra!ter Capital ;,,¥t;f . , . . , , Las Flores Church f -A Hollander Dental . .. . . . '.T Associates • • • • Description 12122/2021, 2:43:19 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Oeacrlptlon MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric S8ismlc dasJgn llalus al D.2 second 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 motlon. (1 .0 second) Factored uniform-hazard (2% probability or 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 ~ •)'\ 'Z-. ',(' <l'o ~~ Map data ©2021 https://seismicmaps.org 1/3 0 MEMBER REPORT Roof Framing, (RB·l) Hdr Bm 1 plece{I) 4 x 10 OF No.2 0.,erall length: 8' r PASSED .. 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. J...:.. ;14., .... ~(,,: ,· ✓-• , •• ''j;~~tj'-!): ~ft~.-~·, '-.l'~::-""~·:<·: '.i'.~j;. .r...,,,.!~--;.J._~: ,,:·"./.( ·rt ' Member Reactloo {lbs) 1988@ 2" 7656 {3.50") Shear (lbs) 1496 @ 1' 3/4" 4856 Moment (Ft-lbs) 3941 @ 4' 3 1/2" 5615 Uve Load Oefl. (in) 0.073 @ 4' 3 1/2" 0.412 Total Load oen. (In) 0.131 @ 4' 3 1/2" 0.550 • Deflectlon crtt,,ria: LL (L/240) and TL (L/180). • Allowed moment doeS not rellect the adjustml!nt for the beam stability factor. • Applicable calculatiOlls are based on NOS. FI r o/c •Maximum allowable bracing Intervals ~sed on appled load. i~~;;.:).~W.:£~}5 1.1.-f Passed (26%) - Passed (31%) 1.25 Passed (70%) 1.25 Passed (L/999+) .. Passed (L/757) .. •r,~: ,,,.,n • ·~,.tt~~:%'~'.31'~1/& 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) System : Root' Member Type : Drop Beam Building use : Residential Building Code : IBC 2018 Oeslgn Methodology : ASD Member Pitch : 0/12 Weyerhaeuser wan-ants that the sizing of its products will be in accordance with Weyemaeuser procM:t design criteria and published design values. We.,emaeuser expressly disclaims any other warranties related lo the software. use of this software Is not inbended lo cin:umw,nt the need l'cr a design professional as determined by !he authority hll\'lng Junsdictlon. The designer~ record, builder or fnun•r Is responsible lo assure lhat this calculation is compatible with the OYef'IIII projeet. AcceSsor1es (Rim Board, Bk>cklng Panels and Squash Blocks) are not designed by this sol\ware. Products manufactured al We-,-ertiaeuser fadlllles are third-party certified to suslalnable forestr,, standards. wevert,aeuSl!I' 'Er9neered lUni>er Produc.1s have been e,,alual>!d by lCC-5 under-,-repo,ts ESll-1153 and ESIH387 aoo/or tesll!d In acawdllnce with all!)licable A5TM standards. For cun-ent code -luatlon reports, Weyerhaeuser product literature and Installation delaUs refer lo www.weyerhaeuser.com/WOO<lproducts/document-llbnlry. The product application, iJ1pUt design loads, dimensions 1111d support informatlOn have been provided by Fortl!WE8 SOftware Operator FortaWE■ SClftw■re Operator JabNOCN l'llul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmai!.t0m Weyerh;ieuser 12/23/2021 3:16:23 PM LITC ForteWEB v3.2, Engine: VB.2.0.17, Data: VS.1.0.16 FIie Name: Mdnenery Page 1 / 1 0 MEMBER REPORT Roof Framing, (RB-2) Hdr Bm 1 plece(s) 4 x 10 DF No.2 Olerall Length: 8' 7" PASSED .. 0 All locations are measured from the outside face cl left support ( or left cantllever end). AH dimensions are horizontal. _.,.,,,,,.._,,__, .. ~ . -....... ~!:(tlJ!~\tJi~ ,tiA\~,1-; _,-),\ ,., -~~r,-,,i1W;: .. Member Reaction (lbs) 2865@8' S" 76S6 (3. 50") Shear (lbs) 2373 @ 7' 6 1/4" 4B56 Moment (Ft-lbs) 4803@6' 4" 5615 Live Load Detl. (In) 0.076 @ 4' 7 11/16" 0.412 Total Load Deft (In) 0.135 @ 4' 7 9/16" 0.550 • Deflection crlter1a: LL (1./240) and TL (1./180). • Allowed moment does not reflect the adjustment for the beam stl!blllty factor. • Appllalble calculatlons = based on NDS. Top Edge (Lu) Bottom Edge (lu) 8' 7" o/C •Maldrnum allowable bracing Intervals based on alllllled load. 1 • Uniform (PSf) 2 • l.lnlfbrm (PSf) 3 • Point (lb) ~~J:~~:~~~~ -~¥,$ Passed (37%) -- Passed ( 49%) 1.25 Passed (86%) 1.25 Passed (l,t999+) -- Passed (l,t732) -- c'',"-,,~I ". :"'. ; -~>~"n:£:i@{tr;. . -· 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) LO D + LO Lr {Ail Spans) 1.0 D + 1.0 Lr (All Spans) System : Roof Member Type : Drop Beam Building Use : Resldentlal Building Code : lBC 2018 Desigrl Melhodology : ASO Member Pitch : 0/12 w~ser wa1T11111S !hat the stztno Of Its products win be In aanrdance with weyemaeuser product Cleslgn alteria and published deSlgn values. Weyemaeuser t!l<preSSly dlsdalms any oltlet wa1T11ntles relall!d to the software. Use OI this soltware Is not Intended to drculTNellt the need for a design professional as determined by the aulhonty having jur1Sdlct!on. The designer or reoord, builder or framer Is responsible to assure that this calculation Is c:ompiltlble with the O¥er11II project ~SOiies (Rim Board, Blocking Panels and Squash llkxxs) are not designed by this software. ProductS manufactured at Weyemaeuser fadlltles are third-party certlfled to sustatnable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC-ES under evalual!On reports ESR· 1153 and ESR· 1387 and/<X tested In aooordance with aW,icable ASTM standards. For current code evaluation reports, Weyerhaeuser product Uterature and installation details refer to www .weyerflaeuser.com/woodproducts/document-ltbrary. Toe proooct applleatlon, Input des'9f1 loads, dimensions and support Information have been prO\lkled by ForteWEB Software Operator FortaWH Sdbwa .. Operator JobNOCN Paul Chrislenson F'C.SO Engineering (760) 207-1885 A paul,pcsd@llmall.com Weyerhaeuser 12/23/2021 3:18:22 PM lJTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VS.1.0.16 File Name: Mdnenery Pagel/1 ?tm/f:,tn'.den.ron ;Im, ,t'JUIJ" :&JV'eennJ 3529 Coastview Ct • Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.0 Lateral Design & Analysis JOB 21--651 SHEET NO ~ OF ___ _ CALCULATED BY PSC DATE 12/22/21 CHECK BY SCALE DATE --------- Wind: P = A Kzt I psJo (ASCE 7-16 -Equation 28 5-1) Seismic: V = c swDL (ASCE 7-16 • Eq. 12.8-2) )..= Kzt = PS30~ I = P= Wind Loads 1.00 1.0 26.6 psf 1.0 16.0 psf (fi~ 28 S-1) (fig2~.8l 1fii1. 2• S} (table l.5-2) P = 16.0 psfx Trib Area Roof Level S = s F = a R = 1.04) 1.2 6.50 s, = 0.379 Fv = 0.0 I = l.00 V= 0.092 *Wt * p (p -Redundancy) Criteria 1st Story 2nd Story Each Story Resists > 35% Base Shear: not satisfied not satisfied Any Shear Wall w/ (h/I)>1.0 is< 33% Story Force: #REF! satisfied p = 1 l Direction: N I S = 16.0 psf x 169 sq. ft . = 2697 lbs. ------Direction: E /W = 16.0 psf x 367 sq. ft. = 5857 lbs. ------ Roof Weight Roof Wt. = Exterior Wall Wt = Interior Wall Wt = Ceiling Wt 15.0 psf x 1273 sq. ft.= 19095 lbs. 15.0 psf x 581 sq. ft.= 8715 lbs. 8.0 psf x 199 sq. ft.= 1592 lbs. 6.0 psf x 1061 sq. ft.= 6366 lbs. ------Total Trib. WR = 35768 lbs. Total Seismic Dead Load: Wt = 35768 lbs. ASD Base Shear: V = 0.092 * Wt = 3273 lbs. ? ,ruff:rn'J-tehn:11 '3nt c.V"o bfaeerb!f 3529 Coastview Ct -Carlsbad, CA 92010 JOB SHEET NO CALCULATED BY CHECK BY SCALE Telephone (760) 207-1885-Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis -1st Story Shear Walls N IS E /W Gridline Length of Shearwalls Total Wall Ht. Type Gridline Length of Shearwalls Total 1 12 11.5 11 s A l] lJ 2 12 11.5 11 s B 13 12.5 0.0 0 0.0 0. 0 0.0 0 0.0 F E 0 0.0 F 0 0.0 FA~ 0 0.0 FAU~ 0 0.0 FAU,E 0 .. 21-651 1 OF PSC DATE 12/22/21 DATE Wall Ht. Type 11 A 11 A #D IOI # IOI # ~;10! #D:f 10! #D VIOi . ·- ?"~r;,rrbkn-,o.n ~im 2fz'!fo :&fa~J 3529 Coastview Ct-Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.l Lateral Design & Analysis (cont.) Gridline CD 50 % ( 2697 X 0.50 1349 #) 1349 lbs. V = 11.5 ft. 117 plf OTF 1290 lbs. Gridline Q 50 % 2697 X 0.50 1349 #) 1349 • lbs V = I l.5 ft. 117 plf OTF 1290 lbs. O,-~.t,.C.lu-.1~•t \&°'•\\.'O) .. \U)lr l llt."" 1 '°'Of1 \11-.~o JOB 21-651 SHEET NO • • • t; . OF ----CALCULATED BY PSC DATE 12/22/21 CHECK BY SCALE ____ DATE __ _ l-IDU2 .. JOB 21-651 :KS> ?°.Jr:-r~,, ';In,~,." SHEET NO ~ OF . P:npeermJ CALCULATED BY PSC DATE 12/22/21 • • [~lli1})~ CHECK BY DATE ~~ 3529 Coastview Ct -Carlsbad, CA 92010 SCALE f''-1,1[ c.4ri1t,:,01P"-S.,..,, !>uM Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com £"'i,u,n"' I 5.1 Lateral Design & Analysis (coot.) Gridline ~ 50 % 5857 X 0.50 2929 #) 2929 lbs. & V = 11 ft. 266 plf OTF 2929 lbs. lIDU2 Gridline G 50 % ( 5857 X 0.50 2929 #) 2929 lbs. ~ V = 12.5 ft. 234 plf OTF 2577 lbs. I HDUZ .. . ' B• if ,~~~i!J.:\~ ~~,~ .. ,.,..,, e,/u;,i,,...,. ;;,.,. ~-z...,, ... ....., ~ ,nJf;,('rldt,71.,-071 eftlll :tfUIJ" £rJU1eer1nJ 3529 Coastview Ct-Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTJNG JOB 21-651 SHEET NO ~l) OF CALCULATED BY PSC DATE CHECK BY DATE SCALE w = 1125 plf ASBP = 1500 psf width = ~plf = 0.75 ft (MIN.) => 9 INCHES (MIN.) 1500 psf USE 12 "WIDE CONTJN. FTG WI 2 -# 4 TOP AND BOTTOM & EMBED. 18 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING pall = 1500 .-.E_ .-~ 12 12 P a11 = 6000 lbs 2CD+h) \t) 12/22/2 l Milek'· Re: 12826-21 Forest 1343 MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The tru~s drnwing(s) referenced below have been prepared by MiTek USA, inc. under my direct supervision based on thi.: parameters provided by Mission T russ Company. Pages or sheets covered by this seal: R70055269 thru R70055272 My license renewal date [or the stale of California is June 30, 2022. Baxter. David March 15,2022 CBR2022-0771 1343 FOREST AVE > t--0 IMPORTANT NOTE: The seal on these truss component desi that the engineer named is licensed in the jurisdiction(s) identified ar designs comply with ANSI/TPI 1 These designs are based upon pa shown (e.g., loads, supports, dimensions, shapes and design codes given to MiTek or TRENCO. Any project specific information includ TRENCO's customers file reference purpose only, and was not takeI preparation of these designs. MiTek or TRENCO has not independt applicability of the design parameters or the designs for any particul. the building designer should verify applicability of design parameteri incorporate these designs into the overall building design per ANSI{ 1343 FOREST; NEW ATTACHED (736 SF) GARAGE 1561107600 3/21/2022 CBR2022-0771 Job • 12826-21 I Lakeside, CA -92040, -2-9-lS r russ Type I MONO TRUSS __Jtyi ly R70055269 I 1 Job Reference (2Pt1onal) _ __ Mission Truss. 8.530 s Dec 6 2021 MiTek Industries, Inc. Sat Mar 12 09.15 38 2022 Page 1 ID:xeKckd_Xzx8ggXZOjsmfzFy86B4--foacjYD29oLYlvmHAx3mpepH9ADwWp215F90vGzbijZ 2-9-15 4-1-12 4-1-12 7;~;-~2 ---j 1;:~:~2 Scale O 1 22 3x4 5 6 2.12 I 12 3x4 21 20 3x4 .,. 3 ~? 17 18 r; 19 rf. (ii 2 .. I «1 -!-' J1 r1 I rJ 'i' 3x6 Plate Ottsels (X,Y)·· [2:0-2-10,0-1-81 (psf) 20.0 21.0 SPACING-2-0-0 7 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner NO 4-1-12 4-1-12 CSI. 14 TC 0.52 BC 0.43 WB 0.33 10 15 2x4 DEFL. in Vert(LL) -0,04 Vert(CT) -0.16 Horz(CT) 0.03 9 16 8 4x4 3x4 7-8-12 11-3-12 3-7-0 3--7-0 (loc) I/deO PLATES GRIP 9-10 >999 240 MT20 220/195 9-10 >854 180 8 n/a n/a LOADING TCLL TCDL BCLL BCDL 00 10.0 Code IBC2018/TPI2014 Matrix-MS Lid-I Weight. 49 lb FT= 20% LUMBER· TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Sid G BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purl,ns, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Sile) 2=0-3-8, 8=Mecharncal Max Horz 2=61(LC 4) Max Uplift 2=-3(LC 4) Max Grav 2=886(LC 1 ), 8=721 (LC 1) FORCES. {lb) -Ma,. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. rop CHORD 2-3=-1576/0, 3-4=-1175/0, 5-8=-328/11 B01 CIIORD 2-10=0/1528. 9-10=0/1528. 8-9=0/1144 WEBS 4-9=0/362, ~-9=-646/0, 4-8=-1223/0 NOTES-(11) 1) Wind, ASC[ 7-16; VulI=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf: h:2511: B=45ft: L=37ft; eave=Oft; Cal. 11. Cxp B. Enclosed. MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 2) rI11s truss l1as been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 1) ' This truss has been designed for a hve load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w,II fit between the bottom cl1ord and any other members. 4) /\ plAte rating reduction of 20% has been applied for lhe green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at Joint 2. 7) r111s 1russ Is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8) This lruss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sutticient to support concentrated load(s) 4 lb down and 9 lb up at 2-10-4, 4 lb down and 9 lb up at 2-10-4, 11 lb down and 28 lb up at 5-8-3, 11 lb down and 28 lb up al 5-8-3, and 65 lb down and 32 lb up al 8-6-2, and 65 lb down and 32 lb up at 8-6-2 on top chord, and al 2-10-4, al 2-10-4, 17 lb down at 5-8-3, 17 lb down at 5-8-3. and 50 lb down al 8-6-2. and 50 lb down at 8-6-2 on bottom chord. The design/selection of such conneclion device(s) is the respons1bIl1ty of others. 10) In lhe LOAD CASE(S) seclIon, loads applied to the face of the truss are noted as front (F) or back (B). 11) 1 his truss has been designed in conformance wIlh Section 2303.4 of the 2019 CBC. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Unifonn LoAcls (plf) Vert. 7-1 l=-20, 1-5:-82, 5-6=-42 CoI.11mue.d page f I}, I ~i,JH-,11ti._:,,::r,1ri:,! Jr1r'[~_-1f'K1UI f:if~iTP;~.,'-t.111.1:"f.••· r .,,,_,,;ufifFOR[:1J:•1 D1"1'l :111 vRIII! Im U5c only w11h M1TrkM. connectors. This design 1s based only upon parameters shown, ;:imt is !or an tndiv1dual building component, no1 .i lr1,•,«; ·•V~l<H11, Before Ll">f'l. !hf! bu1l<l111g dec;,gn,.r mu Gt venfy Ille Rppl1cabil1ly of design par.amolers and properly mr,0rporate 1111s design 11110 the overall h,111,1,n,J •Jll,;i.:..111 A,,u.rnq 1nrfo,rilP,d s 1o prevent buckling of individual 1n1ss web and/or chord members only. Arld11ional teniponuy and permanenl bracmg , ... 1lwAyi-. tt•qu.11-!d for stnb,hty and lo prPve111 collaps.e w1lh possible pe1sonal inJury :md property damag~. For general guidance rogardmg the r."lbru;.1tio11 ',LKttJH. del·vrry. NCf'l1on and bracing of lrus:c.es and truss systems. see ANSIITPl f Qu,1firy Crireda, DSB-89 and BCSI Building Componenr Safoty lhfu,·mdtion av-:11labl\r,mn Truss Plate lnstilvle. 2610 Crnrn llighwa}'. Suite 203 Waldorf, MD 20601 March 15,202 2 Nii MiTek M1Tek USA Inc. 400 Sunrise Avenue, Suite 270 Rosevrlle, CA 9566 1 ., . , Jc;h Tr\Jss ll82b•l I CJ01 I Truss Type MONO TRUSS Ply [ Fores! 1343--- 1 R70055269 I Job Reference (optiona~ _ M1smori 1 russ, Lakeside. CA • 92040, 8.530 s Dec 6 2021 M1Tek lnduslnes, Inc. Sat Mar 12 09.15.38 2022 Page 2 ID:xeKckd_Xzx8ggXZOjsmfzFy86B4•foaqYD29oL YlvmHAx3mpepH9ADwWp2fSF90vGzb1jZ LOAD CASE(S) Standard Concenlrated Loads (lb) Vert 15;-14(F"•7, B;-7) 16;•76(F=-38. B=-38) 19=-11(f;-5, 8;·5) 20;·129(f;.55_ 8;·65) A 1f•".,: 1 t\ .,, , <111 r•.11;,r,· ,. ,. ,1,:J u:,v.1 t-J<JrF~, f;t.J THI!> ,\f.:n tt!GllJDt:.D M;Tf:K iu:p.Hr.•r.Jcr rh,r.-"'111. ,,~ r • •.~, ~, .. ,::i.1·_·/'\,W BEFORf: u.:::T Oes1911 vnlid for use only wllh Milek® connectors. This design Is based only upon parameters shown, and is !or ~n mt11vidua1 building component, 1101 a l•uss syslern. Before use, the building designer must verify the applicablllly of des1911 parameters and properly 111corporale this design into 1he overall burld1ng cfes,gn. Src1c1ng i11d1catcd Is lo prevent buckling of Individual lruss web and/or chord members only. Addi11onal temporary and permanent bracing Is always re<Iu,rnrl fur slab,hty aI1d lo prevent collapse with possible personal miury and property damage. For general guidance rega,ding the frihric;,iUoo, storage. dcltvery. erection and bracing of trusses and trus$ syslems, see ANSJITP'1 Quality Criteria, DSB-89 and BCSJ Building Component 5(1fety /nformalion Jvaflob!e from Truss Plate lnsl1lule, 2670 Crain Highway Suite 203 Waldorf, MD 20601 Nii MiTek MtTek USA, Inc. 400 Sunrise A11cnue. Su1tr. 270 Roseville, CA QSfi61 Ply Job 12826-21 --rTruss ITU1 [ Truss Type Hip Girder I Forest 1343 R70055270 l 2 Job Reference (optionall , 8.530 s Dec 6 2021 Milek Industries, Inc. Sat Mar 12 09.15:40 2022 Page 1 1D:xeKckd_Xzx8ggXZOjsmfzFy8684-cBiM8EFJhPbGXCwflM5Eu3uh1_vR_ISyYZe6_9zbijX M1ss,on Truss, -2-0-0 2-0-0 Lakeside, CA -92040. 4-0-0 4-0-0 8-0-0 4-0-0 11-6-0 3-6-0 7Jo0 +-~"t-f--~\~~o 1 22~tt Scale " 1 :44 .2 0 ~ N 2 ~1 0 21 \ t·1 3,8 3.00 22 4-0-0 4-0-0 12 3x4 3 IT 6 14 2x4 23 8-0-0 4-0-0 Plate Ottsets (X.Y)--[12:0-5-0,0-4-8] LOADING TCLL ICDL BCLL BCDL (psi) 20.0 21.0 0.0 100 SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Slress Iner NO Code IBC2018/TPl2014 4x12 ij;4J. [J --... '--... '--....__ 13 33 4K4 - CSI. TC 0.30 BC 0.42 WB 0.21 Matrix-MS 2x4 11 4x12 ""i;;-[_ 30 3x4 7 --~ro 31 32 B 1----,_ ~ 12 34 11 10 7x10 4x4 2x4 3x8 15-0-0 19-0-0 ?3-0-0 3-6-0 4-0~-'!·0-0 □EFL. in (loc) 1/defi Ud PLATES GRIP Vert(LL) -0.15 12 >999 240 MT20 2201195 Vert(CT) -0.52 12 >532 180 Horz(CT) 0.08 8 nla nta Weight: 232 lb FT= 20% LUMBER- rQl' CHORD BOf CHORD WEBS 2X4 DF No.1 &Bir G 2X6 OF SS G BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-15 oc purlins. except 2X4 DF Stud/Sid G 2-0-0 oc purltns (5-0-8 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 8=0-3-8 Max Horz 2=-21{LC 5) Max Grav 2=2467(LC 1 ), 8=2467(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. roP CHORD 2-3=-698610, 3-4=-7337/0. 4-5=-7695/0. 5-6=-7695/0, 6-7=-733710, 7-8=-6986/0 BOT CHORD 2-14=016734, 13-14=016734, 12-13=0n164, 11-12=017164, 10-11=0/6734. 8-10=0/6734 WEBS 3-14=-38810. 3-13=-184/578, 4-13=011047, 4-12=0/735. 5-12=-400177, 6-12=01735, 6-11=011047, 7-11=-1841578, 7-10=-38810 NOTES-(13) 1) 2-ply truss lo be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs connected a:; to/lows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all pltes, except 1f noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply lo ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof ltve 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= 1 Oft; Cat. II. Exp B; Enclosed; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate dramage to prevent water ponding. 6) This truss l1as 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 tn 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) I his truss 1s designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This lruss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and al all panel potnts along the Top Chord , nonconcurrent with any other live loads. I I) Graphical purl1n representation does not depict the size or the onentation of the purltn along the top and/or bottom chord. 12) Hanger(s) or oilier connection device(s) shall be provided sufficient to support concentrated load(s) 66 lb down and 31 lb up at B-U-0, 47 lb down and 31 lb up at 10-0-12, 47 lb down and 31 lb up at 11-6-0, and 47 lb down and 31 lb up at 12-11-4, and 66 lb down and ~1 lb up at 15-0-0 on top chord, and 747 lb down at 8-0-0, 175 lb down at 10-0-12, 175 lb down at 11-6-0, and 175 lb down al 12-11-4, and 747 lb down at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the ri,spons1b1l1ty of others. 13) Tl11s truss 1,as been designed 1n conformance with Section 2303.4 of the 2019 CBC. andard ;loo •1 • .,,, f 1 11J •• '1W)Tt:''J·Jl~ll/l~,\lif'ltJ\) .i[1.'.[1~11rr•t<Hf T::'-l •HJ1-:.FF•/q,'.·.r..,1p·.>~ ·, IC./'!:W•,"!)t)!V:Tt)Rf"U;;:T [)~o:;1qn vtihd lor ust? only with M1Tek~1 connec1ors. This destgn 1s baser! only upon paramelers shown. and 1s lor an Individual bwld1ng component, no! ,1 l1us~ wst,-m1 Bt1forp 1.1::.;6. 1t1e bu1ld111g designer mus1 venfy the appl1cab1hty of design parame1ers and properly incorporate this des1un mlo the overall huilci1ny rtesign. Bracing mctrcated 1s to prevent buckling of individual t:uss web and/or chord members only. Addit1onat lemPOrary and permanent bracing 1~ Jlway~ ff'QU1md for c;;falJ1l1ty and lo prevent r,oUapse with possible personal iniury and property darnaoe For general guidance regarding lhe f;)h•1r a lion. '>lmdgf". dC!li'llery erer.tion and bracmg of 1ru~ses and truss systems, see ANSlffPl1 Quality Criteria. DSB-89 and BCSI Building Component Safely lnformaI;011 ;:"1va1lc1ble from Truss F>,a1c lnstilute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 March 15,2022 Mli MiTek MiTek USA Inc. 400 S1Jnrlse Avenue. Suite 2/0 Roseville.., CA 95® 1 I~ N 9 ~ 0 Truss R70055270 Jub 1,8ZG·21 lT01 !Truss Type Hip Girder l Forest 1343 2 Jc,!> Referen~~ M1ss1on Truss, Lakeside, CA· 92040, 8.530 s Dec 6 2021 MrTek Industries, Inc Sal Mar 12 09:15:40 2022 Page 2 IO:xeKckd_Xzx8ggXZOjsmfzFy86B4-cBiM8EFJhPbGXCwflM5Eu3uh1_vR_ISyYZe6_9zbijX LOAD CASEIS) Standard 1) Dead+ Roof Live (balanced)· Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-82, 4-6=-82, 6-9=-82, 15-18=-20 Concentrated Loads (lb) Vert· 4=-47(B) 6=-47(8) 13=-747(8) 12=-17518) 5=-47(8) 11=-747(8) 25=-47(8) 28=-47(8) 33=-175(8) 34=-175(8) . I ' 'r 11ft 1 [ q~• •.l.ltl'JH•~f)IJTHl~\··11r, nu,;r1rr,r-.. !f'l."K(~f-T".'.Fj.'·/l(Fl'',''.1.J·:1_.111-n _) ..... 'l''·f'l)1Jf1.: .R[,J;.'f Dr151gr1 v~1hd lor use only w1lh M1Tck<") co1111e<;tors. This design 1s based only upon raramelers shown, anrl is for an 1nd1v1du;:il burlt,11ng component, no1 c1 lrw,s -.yhtom. 8rf01 e use, lhe buItdmg designer rnusl venfy the nppl1cab1hty of d~sign paramctors and properly mcorporale lhts desrgn uno tl1d overall 1Jwlr1,n<J dl''MJli. Ar~cnw-J 1nd1C(l1eU Is lo preve111 but.kling of Indiv1dual lruss web and/or chord members only. Adch\1onal lcmporary and permanent brDcmg ,s alw:iyi. ,,,q111rtid fur ::.tabd1ty and lo prevent collapse with possible personal mJury and property damag~. For general guidance regarding the 1r1bn, nh<1n ::.tor,1qe. dt.tltvery l:!rcctio11 and brat:ing or trusse::; and truss !.ystems, see ANSlffP/1 Qu"iJl/ty r;riterfa, DSB~B9 ar1d SCSI Buifding Component Safory l11lorm,1tlo11 ;11,ral1at,te rrom Tru'ls Plato lnslilultJ, 2670 Crain Highway. Suile 203 Waldorf, MD 20601 J Mli Milek MITel<. USA Inc, 400 Sunns.e Avemw, Suite 770 Rosei,,1Ue~ CA !'.l5661 Truss [ Truss Type HIP l Ply 1 Foresl 1343 R70055271 ILH;>H-21 Mi:.i;1or1 I russ -2-0-0 2-0-0 TOIA Lakeside. CA -92040, 5-2-3 5-2-3 10-0-0 4-9-13 __ _ 1 1 Job Reference (optional) 8.530 s Dec 6 2021 MiTek lnduslnes, Inc. Sal Mar 12 09.15.42 2022 Page 1 ID:xeKckd_Xzx8ggXZ01smfzFy86B4-Yap6ZvGZD1r_mW32Pn7izUzy2oWqSdnF?t7D22zbijV 13-0-0 --1 17-9-13 I __ll:()-0 ~-o_ 1 3-0-0 4-9-13 5-2-3 2-0-0 Scale = 1 :44 2 9 9 M 2 0 '1 ~ b 3x10 Plote Offsets (X.Y)- LOADING (psf) TCLL 20.0 TCDL 21.0 BCLL 0.0 BCDL 10.0 3 DO 1·12 3x4 22 213 20 -1:r 19 12 2x4 II 5-2-J 10-1-12 5-2-3 4-11-9 [2:0-0-0,0-0-7), [7:0-0-0.0-0-71, [11 :0-4-0.0-3-0J SPACING-2-0-0 Plate Grip DOL 1.25 .Lumber DOL 1.25 Rep Stress Iner YES l -CS!. TC BC WB 4x12 4 11 5x8 0.59 0.75 0.35 Code IBC2018/TP12014 Matrix-MS 23 4x8 ~ 25 5 ~JL 26 3x4 6 27 -r, 28 29 p--i 8 10 9 t ~ 3x8 2x4 3x10 12-10-4 17-9-13 23-0-0 2.a:a 4-11-9 5-2-3 DEFL. in (loc) 1/defl Lid PLATES GRIP Vert(LL) -0.13 9-10 >999 240 MT20 220/195 Vert(CT) -0.56 9-10 >493 180 Horz(CT) 0.13 7 n/a nla Weight: 97 lb FT= 20% LUMBER- TOP CHORD sorcHORD WEBS 2X4 OF No.1 &Bir G 2X4 DF No.1&Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins, except 2-0-0 oc purtins (4-3-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2~0-3-8, 7=0-3-8 Max Horz 2=-24(LC 9) Max Grav 2=1~40(LC 1). 7=1340(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-313910, 3-4=-2555/21 , 4-5=-2437/10, 5-6=-2544/0, 6-7=-3139/0 BOT CHORD 2-12=0/2983.11-12=0/2983. 10-11=0/2433. 9-10=0/2983, 7-9=0/2983 WEBS 4-11=0/320. 5-10=0/317, 3-11=-715/17, 6-10=-727/19 NOTES-(10) 1) Unbalanced roof hve loads have been considered for t11is 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=12ft: Cat. II. Exp B: Enclosed; MWFRS (direcllonal) and C-C Exterior(2E)-2-0-7 to 1-7-6. lnlerior(1) 1-7-6 to 10-0-0. Exterior(2E) 10-0-0 to 13-0-0. Exterior(2R) 13-0-0 to 18-1-15, lnterior(1) 18-1-15 to 25-0-7 zone: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 l1as been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live toads. 5) • rh1s 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 w1tl fit between the bottoffl chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) I l11s truss 1s des1gnecl in accordance with the 2018 lnlernalional Building Code section 2306.1 and referenced standard ANSlrfPI 1. 8) This truss has been designed !or a moving concentrated toad of 250.0lb live located at all mid panels and at all panel points along the Top Chord. nonconcurrent witl1 any other live loads. 0) Graphical purhn representation does not depict the size or the orientation of the purl1n along the top and/or bottom chord. 10) 1"111s truss has been designed in conformance w1lh Seclion 2303.4 of the 2019 CBC. .A I,·~ .,, I, ,, •• ' ,,. <lld h ,f.> M(;TE':i (,r~ THI'> A.tm lt~C.l unr:o ~.,rr•·'.K r~rF;:;EF:f.J(,f F·Au,L'-Mll-/-~7:1 r .. , .. r,'''.'1-'::n)i) E1EFf.Jk( iJSF Dc~nJn vallct 101 UM only with Mliok® connectors. This design is based only upon parc1mclers shown, and 1s for an individuiitl budding componem, 1101 r1 tn1~~ r,ystern Befnrn 11,;e, 1ha building designer must verify the applicr1b+hly of design parametors and propofly incorporate this des1gri into the overall bwl.-j n8 desiqn. Bracmq md1ca1ed 1s lo prevent buckling of mdividual truss web and/or chord members only. Additional temporary and permanenl bracing 1s ~lw,1ys requued f~r stab11t1y and lo prevent collapse w1Lh possible personal inJury and property damage. For general guidance regarding the falmcation s1or;1ge delivery, erccllor, 01,d bracinq of trusse~ and truss systems, see ANSI/TPl1 Quality Criterfa, DSB-89 and SCSI Buildl11g Component S;~fety lnformarlon av;i1lable from Truss Plate Institute. 2670 Crriin Highway, Suite 203 Waldorf, MD 20601 _I March 15,2022 Nii MiTek Milek USA, lf'c. 400 Sunrise Avenue, Suite 270 RoSe't!.U~...YA 95661 ·~ M 9 "' 0 Job Truss Forest 1343 ]Truss Type FINK R70055272 12826-21 -2-0-0 2-0-0 T01B Lakeside, CA -92040, 5-11-3 5-11-3 J_ Job Reference O~'<!J!!!l 8.530 s Dec 6 2021 M1Tek Industries. Inc. Sat Mar 12 09:15:43 2022 Page 1 tD·.xeKckd_Xzx8ggXZOjsmfzfy86B4-0mNVmFHB_KzrO9eEzUfxW1W3VBt6B4COEXsnbUzbijU 11-6·0:-------+----~1=-7-:•0~-173_ I 23-0-0 25-0-0 5-6-13 5-6-13 5-11-3 2-0-0 Scale = 143.5 "i' -, .., 4x8 . 18 19 3.00 i 12 7-9-8 7-9-8 2x4 3 9 16 5x8 4X8 15·2·8 7-5-1 22 23 2x4 5 ?j\, " /1/ -.y. 17 8 3x6 ------I- Plate Offsets (X.Y)-. [2:0-0-0,0-1-3J. [6:0-0-0,0-1-3], [9:=0·=4=-0=,0=·3=·=4Jc====..c...===-=;c....=..c.._--= LOADING (psi) SPACING-2-0-0 CS!. DEFL. in (loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.17 8-9 >999 240 TCDL 21.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.97 8-9 >285 180 BCLL 0.0 Rep Stress Iner YES WB 0.34 Horz(CT) 0.15 6 n/a n/a BCDL 10 0 Code IBC2018/TPf2014 Matrix-MS LUMBER- 24 25 6 .,_ ~~ t>< 4x8 23-0-0 7-9-8 PLATES GRIP MT20 220/195 Weight: 92 lb FT = 20% TOP CHORD BOTCHORD WEBS WEDGE 2X4 DF No.1&Blr G 2X4 OF No. l&Btr G 2X4 OF Stud/Sid G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Left 2x4 SP No.3 , Right. 2x4 SP No.3 REACTIONS. !size) 2=0-3-8, 6=0·3·8 M,1x Hort 2=26(LC 8) Max Grav 2=1440(LC 1), 6=1440(LC 1) FORCES, (lb)· Max. Comp./Max. Ten.· All forces 250 (lb) or less except when shown. rGI' CHORD 2-3=-3554/0, 3-4~3182/0. 4-5=-3182/0, 5-6=-3554/0 BOT CHORD 2-9=0/3379, 8-9=0/2421, 6-8=013379 Wl=BS 3-9=-479/103, 4-9=0/835. 4-8=0/835, 5-8=-479/103 NOTES-(9) 1) Unbalanced roof live loads 1,ave been considered for this design. 2) Wind ASCE 7-16: Vult=110mph (3-second gust) Vasd=87mph: TCDL=B.4psf: BCDL=6.0psl: h=25ft: B=45ft; L=37ft; eave=15ft; Cat. II. [xp 8, Enclosed; MWFRS (directional) and C-C Extenor(2E)-2-0-7 to 1-7-6, lnterior(1) 1-7-6 to 11-6-0, Extenor(2R) 11-6-0 to 15-1-13, lntenor(1) 15-1-13 to 25-0-7 zone:C-C for members and forces & MWFRS for reaclions shown: Lumber DOL=1,25 plate grip DOL=1.25 3) 200.0lb AC unit load placed on the bottom chord , 11-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss t,as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • T111s 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 f1I between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 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 concen1rated load or 250.0lb live located at all mid panels and a1 all panel points along the Top Chord, nonconcurrent wllh any other live loads. 9) This truss has been designed in conformance with Section 2303.4 of the 2019 CBC. £ ,,, 1 ,. , :-~F ,o ~1,/fF(s Jr~ r·~-11~ •"-t1111rK1 Jr,~:,., MIFK qr--rr:r't.tKT r;.,,·. t .. 111 ·~ .• •·. r,,. '·.'l.)tl i)r:r(1kf~ .J~'F De!,1yn v~1l1d fo1 usr. ,.mly with Mfft:k't'l co111•ectors. This design is based only upon narame1ers shown, and Is for an ndlviduat building cornponenl, 1101 -11r1 1:,i :;y,;tl'm. BeftJrc use, tho..: buIldinq designer must venfy the appl1cab1hty of design par.:imeIers and properly 1ncorporaie this dosign mto the overall h• 1dd,11g Qe-.1g11. Bracing 111r.l1calctJ Is In prevenl b11ckh11g of mdividuaf truss web and/or chord members only. Add1t,onal lemporary and pennanen1 bracing 1:-. ~,w-tv-. 1,•qu,r11d lw -sta()1lily ,cmd lo preve11t collapse WHh possI le personal 1111ury and property daniage. For general guidance re<"Jardlng the l>1tJni':Alioi,, storage. 1lel1\lery, lrnction llnd bracing of truslioCS and truss systems, see ANSIITPff Quafity Crherl;J. OSB-89 and OCSI Building Component S;,fety J11for,n,1tio11 ;;ivrul,1t,je lrorn T(uo:.s Plalc Institute, 2670 Crain Highway, Suite 203 W.aldorl, MD 20601 March 15,2022 Mli MiTek Malek USA Inc. 400 Sunrise Avenue. Suite 270 Roseville .. CA 05Qfi1 7 9 '"' 0 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-'',s" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in Milek 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 Standard s: 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. Numbering System 0 a: ~ 0 0 I u Cl. 0 I- 8 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2-3 WEBS CS.7 BOTTOM CHORDS 7 6 5 0 a: 0 I u Cl. 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-131 1, ESR-1352, ESR 1988 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 Mil ek® All Rights Reserved -- Milek- M1Tek Engineering Reference Sheet: Mll-7473 rev. 5/1912020 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-brac1ng, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of th,s truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear t1ghtty 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. Carnber 1s 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 purtms provided at spacing indicated on design. 14. Bottom chords require lateral bracing al 10 It. 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 ireated lumber rnay pose unacceptable environmental. health or performance nsks. Consult with project engi neer before use 19. ReY<ew all portions of this design \front, back. words and pictures) before use. Reviewing pictures atone s not sufficieni. 20. Des1qn assumes manufacture 1n accordance with ANSic'TPI 1 Quahty Criteria. 21 The design does not take ,nto account any dynamic or other loads otrer tnan lhose expressly sta1ed. 23-00-00 19(3) 0 0 I 0 0 I co T01A 0 0 I 0 0 I N CW') -ALL HANGERS SPECIFIED SIMPSON OR EOUAL -ALL BEAMS & CONVENTIONAL ROOF FR/\MING BY OTHERS -ALL WALL AT VAULT/CATHEDRAL AREAS BALLOON rRAMEIRAK[ TO TRUSS BOTTOM CHORD U.N.O. -REFER TO TRUSS ENGINEERING FOR i.OADING AND REACTION INFORMATION -ALL TRUSSES ARE CAMBERED FOR DEAD LOAD DEFLECTION -.... .... -ca .... 0 I- NOTE: ABOVE PLACEMENT PLAN PROVIDED FOR TRUSS PLACEMENT ONLY. REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION. BUILDING DESIGNER/ENGINEER OF RECORD IS RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. ALL DESIGNS ARE PROPERTY OF MISSION TRUSS. ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY MISSION TRUSS. ROOF PITCH. 3 12 U N.O HEEL HEIGHT: 6'" U.N.O. CEILING PITCH: -U.N.O. TAIL LENGTH· 16" U.N.O. TAIL SIZE· 2x4 U.N.O. TRUSS SPACING· 24" U.N.O ISSUE DATE: 12-18-21 G.D. REVISION 1. 03/12/22 F.G REVISION 2: REVISION 3: Fores! 1341 Brian Olfs Addition Carlsbad Ca 92008 DES1~1D BY #12826-21 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 PRACTlCE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTlON AS NtEDED TO ENSURE GOMPLIANCE WITH CITY STORM WATER QUALITY REGULA TlONS. • 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 WITH 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. ST-ORM WATER C:OMPLIANCE FORM . I TIER 1 CONST~UCTION SWPPP . ' BEST MANAGEMENT PRACTICES {BMP) SELECTION TABLE i I Erosion Control BMPs l Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials Control BMPs Management BMPs Pollution Control BMPs I I C: ...... ' C: C: 0 ...... 0 0 :;; C: C: ; i -0 :;; :;; C Q) -0 Q) C: Cl E C: -0 en .u u C: C: Cl E C: ... ...... C ::, ::, 0 'o ·;:: ,Q-C C C I E ...... I.... I.... :;:; I.... Q) :::::E -c en Cl I.... Q) ...... ...... C: ' ::, >, Cl C: (I) I.... £ Q) c en en en ~ ·;:: er I.... C C: Cl Co ' 0.. Q) ·;:: c: en C: I.... w Q) 0 Best Management Practice* ~ -~ en C CD 0.. I.... 0 (I) 0 I.... (!) Q) > C: :;:; en 3: ~ Q) C C: u (I) ..... Q) C ..... .c C: E u I.... en 0 -0 ID en :'::!: C: Q) C: (BMP) Description ➔ en u (I) (/) ·s ~ Cl a.> Cl a:l ·5 C: Cl -o en Q) ...... Q) Q) C: ;3:: C: Cl :::, Q) ::, ~ (I) ..... C C 3: C: I.... 0 -g~ -0 >, o en C: C: C > ~ E u 0 Q) :;; Cl C: Cl a:l en·-Cl Cl •-~ 0 u Q) C 0 Cl Q) X :::::;; Cl Cl C: Q) 0::: E C ..... N en u c,:;:; Q) Q) C: ~~ o ·c.. 1....-;3:: (I) C ' Q) E ~ a, ..... ::, .0 E ~ = en = 3: ..... ·-u·c ·;:: a.. 0 Cl Q) -0 .c C: ~ LL I.... Q) ::, ·-Q) ·--0 2U C: C .0 '--C ~ ... -0 C ...... ...., __ u > -0 I.... ...... .0 I.... .0 C --I.... C ·-C Q) I.... (I) u ...., 0 0 I.... 0 0, ..... 'o (I) Q) 0 eu C: 00 C Cl .B 0 CC i; ~ ...., .c Q) ..... 0 ...... 0 ;::: C: = C: Q) ~ C ._ 17j Q) .c .0 I.... ..... 0 C ......... en c: ;3:: ct 0 Q) _ o ...... C ...... 0..0 0 C (!) WCl in (/) u Li: 0 en> en (/) a. (/) 0::: a.o a. ><..> :'::!: en :'::!: (/) enu en ::::E I CASQA Designation ➔ r--co Ol ..--.t-LO r--0 N r<) r--co ..-N r<) -st-LO 7 ..-r<) <D co ..-..-'T I I I I I I I I I I I I I I I I I I I I I u u u (.) w w w w w w w w ~ ~ en en en en ~ ~ :::::!!: ~ '.:2: Construction Activity w w w w en en en en en U) U) en z z z z ;3:: ;3:: ;3:: ;3:: ;:: - Grodina/Soil Disturbance Trench ina /Excavation ; Stockoilina Drillina /Borina Concrete/ Asohalt Sawcutting I ,J_ Concrete Flatwork i Pavina ' Conduit/Pioe Installation , ><'. Stucco/Mortar Work -A i x Waste Disoosal X Staaina/Lav Down Area Eauioment Maintenance and Fuelina Hazardous Substance Use/Storaae I Dewaterina Site Access Across Dirt Other (list): Instructions: ' 1. Check the box to the left of all applicable construction activity ( first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for inforn,ation and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: 1 ~f~ fv/i£1 A-'\J·t7, Assessor's Parcel Number· l-t5C;i ·-l \ o-~ 7 (r; . \ Emergency Contact: Name: USA J1 c_ f5E Tt--\A 7'J 24 Hour Phone: L6lJ 5-03 99~ 3 Q) ..... en C ;:: ...... C: en a, :::, E 0 Q) ~ Cl oC N C: CC :::r: :::::!!: <D I ~ ;:: Q) ..... en c ..... ;:: C: Q) a, E ...... Q) e Cl uo C: C: 0 C , U::::E tO I '.:2: ;3:: ~ -. ~ ~EFJ&~~O~R,'S ~~ ~ ~AMTP%M) ~ ~ ~ vhl~ tf:, 2.. 2-, 2-'2-Construction Threat to Storm Water Quality (Check Box) DATE □ MEDIUM □ LOW E-29 Page 1 of 1 REV 11/17 Building Permit Finaled Revision Permit Print Date: 06/11/2024 Job Address: 1343 FOREST AVE, CARLSBAD, CA 92008-1010 Permit No: Status: {btyof Carlsbad PREV2022-0069 Closed -Fina led Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel#: 1561107600 Track#: Valuation: $0.00 Lot#: Occupancy Group: U #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: No Project Title: Project#: Plan#: Construction Type:VA Orig. Plan Check#: CBR2022-0771 Plan Check#: Description: 1343 FOREST: MISCELLANEOUS RECONFIGURATIONS FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN REVIEW -Revisions Total Fees: $169.50 Building Division Property Owner: CAMPMACK 1343 FOREST AVE CAR LSBAD, CA 92008 Total Pa yments To Date: $169.50 Applied: 06/07/2022 Issued: 07/08/2022 Finaled Close Out: 06/11/2024 Final Inspection: INSPECTOR : Balance Due: AMOUNT $105.00 $64.50 $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 Cicy of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 FaradayAvenue 442-339-2719 www.carlsbadca.gov Original Plan Check Number CBR2022-0??1 Plan Revision Number -,&1 PR£j[ .2..D2..2.-CC)u0\ Project Addres_s 1343 FOREST AVE, CARLABAD ~2008 _ General Scope of Revision/Deferred Submittal: _ revisions: 16' garage dooµ'x3' window on wes~ide, garage raised 12"._ CONTACT INFORMATION: Name Brian Olfe Phone 7609176727 Fax -~- A ddress ________ City ____ _ Zi p ___ _ Email A ddress brian@olfe.us Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . El ements revised: [j] Plans [j] Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown 16' garage door replaces 2@ 8', 3'sq. window added on grid #2 A2 bathroom reconfigured, garage floor raised to align with house A2 West elevation : garage door and window change A3 headers and shear updated along grid #2 S1 4. Do s this revision, in any w ay, after the exterior of the project? Ii] Yes 0 No 5. Does tt')is revision add ANY new floor ar a(s)? D Yes D No 6. Does this revision affec t any fire related issues? D Yes Ii] No 7. Is this a complete set? [j] Yes D No ..:s'Signature ~--------Date 5-31-2022 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-2719 Email: building@carlsbadca.gov www.carlsbadca.gov • 1W INTERWEST A SA•EbtHlt COMPANY DATE: June 20, 2022 JURISDICTION: Carlsbad □ APPLICANT □ JURIS. PLAN CHECK#.: CB-POREV2022-0069 (CBR2022-0771), Approved PROJECT ADDRESS: 1343 forest Ave PROJECT NAME: New Garage Addition to Mcinerny Residence SET: I ~ 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 : Date contacted : Mail Telephone 0 REMARKS: By: Abe Doliente lnterwest (by : Telephone#: ) Email: Fax In Person Enclosures: Original set of approved plans. Received on : 6/9/22 9320 Chesapeake Dri ve, Sui te 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CB-POREV2022-0069 (CBR2022-0771), Approved June 20, 2022 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION : Carlsbad PLAN CHECK#.: CB-POREV2022- 0069 (CBR2022-0771), Approved PREPARED BY: Abe Doliente BUILDING ADDRESS: 1343 forest Ave BUILDING OCCUPANCY: U BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Building Permit Fee ,.. 1997 UBC Plan Check Fee ,.. l Type of Review: □ Complete Review D Repetitive Fee ..-7 Repeats • Based on hourly rate Comments: D Other 0 Hourly EsGil Fee DATE: June20,2022 Reg . VALUE Mod. D Structural Only 1 IHr.@ * ---$1_0_5_. 0--10 ~---~ ($) s1os.oo j Sheet 1 of 1 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations Garage Client Brian Olfe Project Mcinerny Garage 1343 Forest Drive Carlsbad CA-9 008 • ·.-----.. ---....:· -~ RCE C57182, exp. 12/31/21 December 22, 2021 PCSD File #: 21-651 Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Mcinerny Garage 21-651 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 I-Joists: T JI 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: fc = 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 ksl) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade 8, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: So~ls: 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 21-651 ?° nJr:-rrmeJt.FC.11 'e],.,, zilljfo £;,JmeemtJ SHEET NO 2., OF CALCULATED_B_Y__,_P~S--C-DA_T_E""'"'1-=-21=2-=-21=2~1 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) Roofmg 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. Insulation and Misc. loL = l LL = Total Load = 2.2 Roof (w/ ceiling) Roofmg 15/32" Sheathing Roof Framing lnsulation and Misc. 2.3 Ceiling Ceiling Joists loL = I LL= Total Load= 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls IoL = _!,LL= Total Load-= Exterior Wall 7/8" Stucco I 5/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. 6.0 psf 2.0 psf 2.8 psf 2.8 psf L4 psf 15.0 psf 20.0 psf 35.0 psf 6.0 psf 2.0 psf 2.8 psf 1.2 psf 12.0 psf 20.0 psf 32.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf 1.1 psf 2.8 psf 0.6 psf 15.0 psf Interior Wall l/2" Gyp. Bd. (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4.6 psf 1.1 psf 2.3 psf 8.0 psf --- ,?' ,u/f;,f'rut:en.ro:11 'ef 1:11 rOi!f'c £nfaeerlnJ 3529 Coastview Ct-Carlsbad, CA 92010 JOB SHEET NO CALCULATED BY CHECK BY SCALE 21-651 3 OF PSC DATE 12/22/21 DATE 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. 1-nsulation and Misc. IoL = ILL= Total Load= 5.5 psf 2.3 psf 3.1 psf 2.8 psf l .3 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = l IO mph Exposure Cat = B Ps-= A.-Kzt•t*Ps30 (ASCE 7-16 --Equation 28.5• 1) P = 26.6 psf P = 16.0 psf (*0.6 ASD) 2.7 Seismic Sos = (2/3) SMS Sos = 0.833 -Sos- Cs -(R/I) Cs = 0.128 USE: V= 0.128 WoL ASD BASE SHEAR VASD (11.4.5) >. = 1.00 (fig. 28.5-1) Ps30 -26.6 psf Kzt = 1.00 (fig. 26.8) I= 1.0 USGS APPLICATION Ss= 1.041 Fa= 1.20 R= 6.5 h0 = 15.00 Occupancy Category: Site Class: 81 = 0.3-7-9 F.= 0.00 l = 1.00 2 D SEISMIC DESIGN CATEGORY S1 <0.75 S1 > o.o4 Ss >0.15 (11.6 ASCE 7-16) (1 1.4.2 ASCE 7-16) (fig. 28.5-l) (table 1 .5-2) T.=C1*(h11)°-75 = 0.152 Ts = Soi/Sos = 0 k = 1.0 ;qn. 12.8-1 Not OI Ta<0.5 Seismic Design Category: D 12/22/21 , 2:43 PM U.S. Seismic Design Maps Mcinerny 1343 Forest Ave, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1717507, -11 7.3425731 "O . o· 'O JC o· 2 _,:;, 0 ~ ~~ '~•"'' c, SUNSET VI~ ~ VACATION RENT~~ · '/>---le, 1:,'.. , <r_(/fl,· the Parkinson's ft connection T · • , .:'. : , , Las Flores Church C, -_,_a _ Hollan_der·Oental .. .. . . , ; '. Associates •• • ·-•• • • -., OSHPD 'A/ Map data ©2021 ·-Date j Dnign Code Reference Document , Risk Category Site Class l ~ ~· ........ ,., .. ' _,. ·-· ... ' . ,,. ~ -~-··--~-....... ·-·· :rype Value i Ss 1.041 I i s, 0.379 'SMs 1.249 j i S1,11 null -See Section 11.4.8 : Sos D.833 : So1 null -See Section 11.4 .8 .... -~"P• ... PO jType Value i soc null -See Section 11.4.8 . Fa 1.2 Fv null -See Section 11 .4 ,8 I (PGA 0.457 , FPGA 1.2 ! PGAM 0.549 irl 8 'SsRT 1.041 SsUH 1.16 , SsD 1.5 t S1RT 0.379 : S1UH 0.417 ;s10 0.6 PGAd 0.542 i CRs 0.898 https://seismlcmaps.org tl11Scriptlon 12/22/2021, 2:43:19 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value MJmenc S8islnic desJgn vaJue al D.2 sacond 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 acceleratlon 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 0 MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1 plece(s) 4 x 10 OF No.2 O,,e,all length: a· 7" PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. f' "'•"~I•• .• ;,.>,·,j,l • : • ]Ji,11.\Jn:t~~ ls,~;~.-~~\k~1 ~~;, ·~r:~~~1~:i .. ,. Member Reaction (lbs) 1988@ 2" 7656 (3.50") Shear (lbs) 1496 @ 1' 3/4" 4856 Moment (Ft-lbs) 3941 @ 4' 3 1/2" 5615 Live Load Defl. (In) 0.073 @ 4' 3 1/2" 0.412 Total Load Defl. (In) 0.131 @ 4' 3 1/2" 0.550 • Deflection crtt.,ria: LL {L/240) and Tl (L/180). • ~lowed moment does not reflect the adjustment for the beam stability factor. • Applicable caleulatlons are based on NDS. Top Ed<;je (Lu) Bottom Edge (Lu) 8' 7" o/c •Maximum aUowabl,, bracing llltl!Nlls based on applied load. 1 • Uniform (PSf) ~~~Y~N.~1;}ttlt+:: ¢<ll!ifI Passed (26%) -- Passed (31 %) 1.25 Passed (70%) 1.25 Passed (L/999+) -- Passed (1./757) - ~c . •. _,, ·: -.• --.!.,.n;i~!f~~~, 1.0 D + 1.0 Lr (All Soans) 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) System : Roof Member Type : Drop Beam Building use : Resldenl!al Building Code : IBC 2018 Oes11111 Melhodology : ASD Member Pitch : 0/12 Weyerhaeuser wamints that the sizing ol Its products will be In accordance with Weve,haeuser product design atteria and published design values. Weyemaeuser expressly dlsclal1T15 any other wa~ relab!:d ID the software. Use of tNs software Is not Intended ID circUl1lYellt the need for a design prol'esslonal as detl!rmlned by the authority having Jurisdiction. The designer of record, bt.itder o, framer ts responsible to assure that lhls calculauon Is c:ompaU~ Wllh the 0\/erall proJeCt. Accessories (Rim Board, Blocking Panels and Squash Blod<s) are not desq,ed by !his software. Ptoduct:s 111¥1ufactured at Weyemaeuser fadlltles are 'lhlrd-p111ty czrtllled ID sustalnal:M! forestry 51;,ndartls. Weyerhaeuser E19neered Lun"tler Products have been ewaluated by ICC·'ES under ~luallon reports ESIH1S3 and ESR-1387 aro/or tested in aa:ordance with applicable ASTM standards. For current code evaluation reports, Weyemaeuser product literature and lnstallatiOn details refer ID www.weyerhaeuser.mm/wooclproducl5/dorument-librllry. The product application, Input design loads, dlrnen51ons S1d support lnf0tmaUon have been provided by ForteWEB Softwllre Operator ForteWEI Soflw■,. Opar■lor JobNOIIII Paul Chrfsten500 PCSD Engineering (760) 207-1885 A paul.pcsd@gmaJl.com Weyerhaeuser 12/23/2021 3:16:23 PM urc ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Mdnenery Pagel/1 .. 0 MEMBER REPORT Roof Framing, (RB-2) Hdr Bm 1 plece{s) 4 x 10 DF No.2 CNerall Length: 8' 7" PASSED • 0 All locations are measured from the outside face c:J left support ( or left cantllever end). All dimensions are horizontal. ~ < ! \ ,~' • :• ~~· -"< -~,:~~~r, l~~w:·::.-: . • ~ i-c;~f.,Ji.q: --~j '· Member Reaction (lbs) 2865 @8' S" 7656 (3. SO") Shear (lbs) 2373 @ 7' 6 1/4" 4856 Moment (Ft-lbs) 4803@6' 4" 5615 Live Load Defl. (in) 0.076 @ 4' 7 11/16" 0.412 Total Load Deft (In) 0.135@ 4' 7 9/16" 0.550 • Deflection crtteria: LL (l/240) and ll (l/180). • Al~ moment does not reflect the adjustment for the beam stability factor. • Appllcal>le calculations are based on NOS. Top Edge (Lu) 8' 7" 0/C Bott0m Edge (Lu) 8' 7" o/c •Maximum aflowable bracing In-ls based on applied load. o -Self w~ (PLF) 0108'7" N/A 1 -Uniform (PSf) 0 to 6' "I" (Front) 3' 6" 2 -Unlfunm (PSF) 6' 4" to 8' 7" (Front) 13' 3 -Point (lb) 6' 4• (Front) N/A ~l¥e~r-~~·tt:i4:.~ ,i ~f Passed (37%) -- Passed (49%) 1.25 Passed (86%) 1.25 Passed (l/999+) -- Passed (l/732) -- 8.2 15.0 20.0 15.0 20.0 944 1255 J!P.~•-•t--i~~:it!~~f~;; 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (A/I Spans) 1.0 D + 1.0 Lr (All Spans} 1.0 D + 1.0 Lr (All Spans) Default Load Default Load Oel'ault Load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : lBC 2018 Desigl Methodology : ASD Member Pitch : 0/12 w~ warrants that the sizing d: Its products wm be In ac:corclance with Weyemaeuser product design aiterla and published des]On values. Weyemaeuser ~ dlsdalms any other warranties related to the software. Use ri this software is not Intended ID clrcul1l\lerlt the need for a design professional as ~ln«l by the authortty havtng Junsdlc:tlon. The designer Of rtellnl, butlder or framer ts responSlble 10 assure that this ca\culauon Is compeUble with the ove,all proJect. AalOSSOries (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Pl"0duds manufactured at We,,emaeuser fadlllles are third-party certffled to sustainable forestry standards. Weyertlaeuser Engineered Lumber Products have been evaluated by ICC-ES under <!Valuation reports ESR-1153 and ESR-1387 and/or tested In acxx,rciance with aJll)lieablc ASTM standards. For 0.1=nt code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-lbrary. The product appllcatlon, Input design loads, dimensions and support lnfonmauon have been prOl/lded by ForteWEB Software Operator ForlaWEII SOftw■N Ot,6-abDr lobN«- P8ul 01r1stenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmBll.com Weyerhaeuser 12/23/2021 3: 18:22 PM LITC ForteWEB v3.2, Engine: VB.2.0.17, Data: VB.1.0.16 File Name: Mcinenery Pagel/1 ?,u/f;",tn,&en,on elm ,tJUIJ" hJ'nllfJTUff 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 • Email: paul.pcsd@gmail.com 5.0 Lateral Design & Analysis Wind: P = A Kzt I psJo >-.= 1.00 Kzt = 1.0 PSJO ~ 26.6 psf I = 1.0 P= 16.0 psf (ASCE 7•16 • Equation 28 5-1) (fi~ 28.5-1) (fig 2b.8) CfiM. l•.5) (table 1.5-21 Criteria JOB 21-651 SCHAELCEUTLANOTEO_B_Y_'7,__ __ 0F ____ _ PSC DATE 12/22/21 CHECK BY DATE SCALE S = s 1.041 F == a 1.2 R "" 6.50 --- (ASCE 7-16 • Eq. 12.8-2) s, = 0.379 Fv = 0.0 I = l.00 V = 0.092 •Wt• p (p -Redundancy) 1st Story 2nd Story Each Story Resists > 35% Base Shear: not satisfied not satisfied Wind Loads Any Shear Wall w/ (h/I)>1 .0 is< 33% Story Force: P == 16.0 psfx Trib Area RoofLeveJ N I S = 16.0 psf X Direction~ Direction: ------169 sq. ft. = 2697 lbs. 367 sq. ft. = 5857 lbs. E/W = 16.0 psf X ------ RoofWehz:ht Roof Wt. Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = 15.0 psf x 1273 sq. ft.= 19095 lbs. 15.0 psf x 581 sq. ft.= 8715 lbs. 8.0 psf x 199 sq. ft.= 1592 lbs. 6.0 psf x 1061 sq. ft.= 6366 lbs. ------Total Trib. WR = 35768 lbs. Total Seismic Dead Load: Wt = 35768 lbs. ASD Base Shear: V = 0.092 * Wt= 3273 lbs. #REF! satisfied p = l l ?d°f:"h~:11 ';fDI ~ bfa#TUIJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 21-651 1 OF _____ _ ~DATE 12/22/21 DATE SHEET NO CALCUlA TED BY CHECK BY SCALE ----------- Tele hone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis -1st Stor.v Shear Walls N/S E/W Gridline Length of Shemwalls Total Wall Ht. Type Gridline Length of Shearwalls Total Wall Ht. Type 1 12 11.5 11 s A l1 11 11 A 2 ,.~ .,.< 11 s B 13 12.S 11 A 0.0 0 0.0 0. 0 0.0 0 - 0.0 E 0 #D /0! 0.0 F 0 # /0! 0.0 FAU 0 # /0! 0.0 FAL~~ 0 #D /0! 0.0 FAUE 0 #D /0! .. ,j0,,J"r;'rrut;,m,ID6 ~-~o bfa~J 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885-Email: paul.pcsd@gmail.com 5.1 .Lateral Ilq.ign & .4P4Jvs.is (ct>Bt) Gridline Q) 50 % ( 2697 X 0.50 = 1349 #) 1349 lbs. V = 11.5 ft. 117 plf OTF 1290 lbs. Gridline G) 50 % ( 2697 X 0.50 1349 #) 1349 • lbs V = ,.s-ft. l't 2. plf OTF \\~l. tbs. U,,~. tt.c.l\r. •~•L lS"•\\.nl • ~.,J1, ,,~ ~J ~.,, £'ff JOB SHEET NO 21-651 •• ·t;. OF_...,.,,..,.,...,..,.,._ CALCULATED BY PSC DATE 12122/21 CHECK BY SCALE ____ DATE __ _ HDU2 ~tiu/f:,f"n'.den.,.,,.,, eln, ~,." JOB 21-651 SHEET NO ~ OF £.nfaeermJ CALCULATED BY PSC DATE 12/22/21 CHECK BY DATE .~:::, 3529 Coastview Ct-Carlsbad, CA 92010 SCALE f'AuLC,{.,ri.,UJf.jnf.$,,..H.~, Telephone (760) 207-1885-Email: paul.pcsd@gmail.com L"",i"uri,._, 5.1 Lateral Design & Analysis (cont.) Gridline ~ so % 5857 X 0.50 = 2929 #) 2929 lbs. & V = 11 ft. 266 plf OTF 2929 lbs. HDU2 Gridline 0 50 % 5857 X 0.50 2929 #) 2929 lbs. ~ V = 12.5 ft. 234 plf OTF 2577 lbs. I HDU2 ~,u/"f;,td.den.n,n 'e/Dt tVuyo :&yneeru1J 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 = _!ill_ plf 1500 psf 0.75 ft (MIN.) => 9 INCHES (MIN.) USE 12 " WIDE CONTIN. FTG W/ 2 -# 4 TOP AND BOTTOM & EMBED. 18 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING JOB 21-651 ~E8~ lo ~ __ w __ _ CALCULATED BY PSC DATE 12/22/21 CHECK BY ____ DATE __ _ SCALE ASBP = 1500 psf Pa11 = TSOU "' E "'~ ; 12 12 P a11 = 6000 lbs L..UW I I ( I I I r I I I I I t I I I I t' I -I /V ~I -' " ' 'I I '\. I '\. '\. I -==-i::::i •=• "'-I ~ .,. MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1 plece(s) 6 x 12 OF No.1 o ~~rall Length: 16' 7' 16' Atl locattons are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Design RillU1ts · AdllalO~ ,t: Allowe!i\ Reault ':,., ,#)F 1-f: ~ (httlem) ,,' Member Reaction (lbs) 3829@ 16' s· 12031 (3.50") Passed (32%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3321 @ 15' 4• 8960 Passed (37%} 1.25 1.0 D + 1.0 Lr (Ali Spans) Moment (Ft-lbs) 17381 @ 7' 2 1/8" 17048 Passed (102%) 1.25 1.0 o + 1.0 Lr (Ail Spans) Live Load Defl. (in) 0.399@ 8' 2 15/16" 0.813 Passed (l./-189) -1.0 0 + 1.0 Lr (All Spans) Total Load Defl. {In) 0.711 @ 8' 2 7/8" 1.083 Passed {l/274) .. 1.0 D + 1.0 Lr (All Spans) • Oeflectlon criteria: LL (l/240) and Tl (l/lSO). • Allowed moment does not reflect the adjustment for the beam stability factor. • lUmller grading 1)1'0','isloffi must be~ over the leogtt, of the member per NOS 4,2.5.5. • ~!Cable cak:ulatlons are ~ on NOS. -.lo? ._,, .. "?✓• ,.·_,., •. ~ ~tfl .. .,.:. ~---s.i~ (lbw) / Support.s ., Tcail, Available ~ O..S •-·· ltoal Uwe "(cql ~ ~.:-.. , I • Column • DF 3.so· J.so· 1.50" 1394 1729 3123 Blodlng 2 • Column • DF 3.50' J.so• 1.50" 1673 2156 3829 Blocking • Blocldng Panel$ are a,sumed to CBrry no loads applied dirKtly aboVe th<!m and tl>e full load Is applied to the mem~r being desigl'ed. LatenW Btildng Top Edge (Lu) 6" o/c Bottom Edge (Lu} 16' r o/c •Maldmum allowable br.,dng Intervals bilsed on applied load. ' ,-• .:::. :,.;,:. Dead !l,OotUw, ' Verticitl~ Location (Side) Tf!buta,y Width , (0.90) .Jnon._: 1.25) ~ 0 • Self Weight (PLF) o to 16' 7" N/A 16.0 - l • uniform (PSF) O to 6' ~-(Front) 2' 6" l◄.0 20,0 Default load 2 • U'llform (PSF) 6' 4" to 16' 7 (Front} 11' 6' l◄.O 20.0 Default Load 3 • Pl:>mt (lb) 6' 4" (Front) N/1,, 9)0 1211 Omult LOld w Nobiis gJ f '"'- PASSED ~, System : Roof Member Type : Drop Beam Bolldillg lJ5e : Resldenllal Building Code : lllC 20111 Design Methodology : ASO Member Pltch : 0/12 Weyerhaeuser warrants that the s1Z1n11 Of its prodt.o:ts wil be 111 ao::oroanre with Weyer!~ product dl!sign criteria and published design values. Weyemaeuse, e,qiressly disclaims ar,y otht.'r warranties related to the software. Use of this software Is not lnllmded to circumvent the need fer a design professional as determined by the authority having )uri$dictlon. The desione, of~, buAder o, framer Is respot1S1ble to assure that this calculaHon Is oompitUl;je with the overall project, Accessories (Rim Boilrd, Blocking Panels and Squash Blocks) are not designed by this software. Products l'l,!lnufactured at Weyert,i,euser facilities are ttilrd•party ~tied to sustainable forestry stllndards. Weyerhaeuser Engl~ Lumber Products lw111e bee!, evaluated by ICC·ES under evaluation reports ESR·l153 and ESR-1387 ar4'0, tested In accoolance with applicable AST'M ,l.clndards. For current <.Ode IM>luation reports, Weyerhaeuser pnxlU(.'\ llteratun, and instlllla\lon delails refer to www.weyemaeuser.Cl)n)Jwoodproo.,cts/docume;-n-lltlrary. The product applicatlon, input destgn loads, dimensions and support Information have been provided by Fo,teWEB Software Operator -· FoneWEI Softw•re Opera.tor Jol,Nolm Paul Christenson PCSO Engineenng (760) 207-1885 paul.pcsd~~mall,c:om 5/27/2022 10:50:29 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: VS.1.0.16 FIie Name: Mctnenery Page 1 / 1 1. .... l + MEMBE::R REPORT Roof Framing, (RB-1) Hdr Bm 1 piece(s) 6 x 12 DF No.1 o --...... ===~==;;;ili:l==~=a:il lf' All locations are measured from the outside face of left support (or left cantilever end). Alf dimensions are horizontal. o.sfgrt·R•ulJJ':r,;> ,1,:~ ~~-. t" ~'.• ~';~>: ,·.::c;"'Ailow.i\,s_' ~It s\ ,. , ,:,~F ; ;LillNli ~ (hdemt •;, Member Reaction (lbs) 3B29@ 16' s• 12031 (3,50") Passed (32%} --1.0 D + 1.0 Lr (All Spans) Shear (lb$} 3321 @ 15' 4" 8960 Passed (37%) 1.25 1.0 D + 1.0 Lr (Al! Spans) Moment (Ft-lbs) 17381@ ?' 2 1/8" 17048 Passed (102%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Den. (in) 0.399 @ B' 2 15/16'' 0.813 Passed (L/489) --1.0 D + 1.0 Lr (All Spans) Total Load Den. (in) 0.711 @ 8' 2 7/B" 1.083 Passed (L/274} --1.0 D + 1.0 Lr (All Spans) • Deflection critena: LL (l/240) and TI. (l./180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provislons must be extended over the length of the member per NOS 4.2.5.5. • Ap(lik:able calculations are based on NDS. J -COiumn -OF 3.50' J.so• 1.50" 1394 1729 3123 81ocklr,g 2 • Column -OF 3.50' 3.50' 1,50' 1673 2156 3829 Bioddng • Blocldng Panels are ~ssumed to carry no loads applied directly above them and the f\111 ioad Is applied to the member being designed. Bottom Edge (Lu) 16' 7" 0/C •Ma>dmum allowable braci119 Int-IS based on applied load. N/A 16.0 14.0 20.0 Default Load 14,0 20.0 Default load 930 1211 Default Load • ,,;_-,,_" ·., ., .. 0 System : Roof Member Type : Drop Beam BulldioO Use : Residential Building COde : lllC 2018 ~ Methodology : ASD Member Pltth : 0112 Weyertiaeuser warrants that the slli1111 of Its products will be m accordance with WeyerliaeuS<!f product design criteria and published design values. Weyemaeuser expressly disclaims any utht.'t' warrar1tk..>s relate(! to the software. t.Jse of this software is not intended to circumvent the need for a deslgn professional as determined by the authority having JurisdictlOO. The designer of record, builder or mimer Is responsible to assure th~t this calculatlon IS compattbl, with the overall project, Accessooes (Rim Board, 81ocl<lng Panels ano Squash Sleeks) are not designed by this soflware. Products manufactured at Weyerhaeuser f!ldlities are thlrd•party a,rtifled to sustainable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR·ll53 and ESR·l387 and/or tested •• accordance with applicable ASrM sl,mdards. For current c:ode evaluatiOn reports, Weyerhaeuser product literature and insbsllobon detaHs refer to www.weyemaeuser.oonVwoodp,oducts/document•llbrary. The product application, input design loads. dimensions and support Information have been provided by ForteWES Software Operator ............... ForlleWE8 Software Operator Job Not.. Paul Christenson PCSO Engineering (760) 207-1885 A pau1.pc$d@.gm.,i1,com W,ryr.rf1aeuser 5/27/2022 10:50:29 PM UTC ForteWEB v3.2, Engine: VB.2.0.17, Data: V8.1.0.16 File Name: Mclnenery Pagel /1