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HomeMy WebLinkAbout2831 ELMWOOD ST; ; PC2022-0048; PermitBuilding Permit Finaled Plan Check Permit Print Date: 09/24/2024 Job Address: 2831 ELMWOOD ST, CARLSBAD, CA 92008-1510 Permit Type: BLDG-Plan Check Parcel#: 1562313100 Valuation: $0.00 Occupancy Group: R-3 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: 2022 Sprinkled: No Project Title: Work Class: Residential Track#: Lot#: Project#: Plan#: Construction Type:V-B Orig. Plan Check #: Plan Check #: Permit No: Status: (city of Carlsbad PC2022-0048 Closed -Finaled Applied: 10/07/2022 Issued: 05/18/2023 Finaled Close Out: 09/24/2024 Final Inspection: INSPECTOR: Description: LARSON: NEW DETACHED ADU W/GARAGE(696 SF/384 SF GARAGE)//UPGRADE MPU AT MAIN DWELLING Applicant: SETH HOENIG PO BOX 1958 CARLSBAD, CA 92018-1958 (760) 434-9668 FEE BUILDING PLAN CHECK Property Owner: J LARSON FAMILY TRUST 2831 ELMWOOD ST CARLSBAD, CA 92008-1510 BUILDING PLAN REVI EW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) SFD & DUPLEXES Total Fees: $1,128.03 Total Payments To Date: Building Division $1,128.03 Balance Due: 1635 Faraday Avenue, Ca rlsba d CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $836.03 $194.00 $98.00 $0.00 $0.00 Page 1 of 1 C cityof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Z'o'53 tl~ood lACC>D:) Job Address2831 Elmwood Street Unit: APN: 156-231-31-00 ----- CT /Project #:. __________________ Lot #: ____ Year Built: _1_9_50 _______ _ BRIEF DESCRIPTION OF WORK: Detached 696 square foot ADU with 384 square foot attached garage EJ New SF : Living SF, 696 Deck SF, ___ Patio SF,, ____ Garage SF 384 Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N, if yes how many? ___ _ D Remodel: _____ SF of affected area Is the area a conversion or change of use? C) YON □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ [glSolar: 1•62 KW,. ___ Modules, Mounted:eRoof OGround, Tilt: 0 YON, RMA: 0 YO N, Battery:OYe N, Panel Upgrade: .y ON Electric Meter number: ___________ _ Other: APPLICANT (PRIMARY CONTACT) Name: Seth Hoenig Address: PO Box 1958 PROPERTY OWNER Name: Jon Larson Address: 2831 Elmwood Avenue City:Carlsbad State: Ca. Zip: 92008 City: Carlsbad State: Ca. Zip:_9_2_0_0_8 __ _ Phone: 760-518-9668 Phone: 760-845-8685 Email: sethhoenig@gmail.com Email: ___________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name:. __________________ Business Name:._S_e_t_h_H_o_e_n..::ig:..,_ __________ _ Address: Address: PO Box 1958 City:. ________ State:. ___ Zip:._____ City: Carlsnad State: Ca. Zip:._9_2_o_o_a ___ _ Phone: Phone: 760-518-9668 Email: Email: sethhoenig@gmail.com Architect State License: CSLB License#: 607930 Class: B-1 ·------- Carlsbad Business License# (Required):BLRE1205592 APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information of the plans is accurate. I :::~;;;::~:;•;:;~::~:;/om reio'1,g ro ,,u•,•=•::, Yzb; j; DATE: ID I 5 I u - 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN cHECK NUMBER: Pc u,i.2-()'.)L\ <l A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. {OPTION A): LICENSED CONTRACTOR DECLARATION: /herebyaffirmunderpenaltyofperjurythatl amlicensedunderprovisionsofChapter9(commencingwithSectionl000)ofDivision3 of the Business and Professions Code, and my license is in full force and ef feet. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): DI have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. ____________________________________________ _ -OR- K! I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _s_ta_te_F_u_nd ____________________ _ Policy No. 1140219.2022 Expiration Date: _81_1_12_0_23 ______________ _ -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for In Section 3706 of the labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _______________________ Lender's Address: _______________________ _ CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the ti of their construction, unless otherwise noted. _s_e_t_h_H_o_e_n_ig ____ SIGNATURE:~=--_.:;..;__~---DATE: to/4; / z....z_ NAME (PRINT): Note: If the person signing above Is an authorized agent for the contract "d I tt r of authorization on contractor letterhead. , -OR- (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law f or the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http: I l www.leginfo.ca.gov/ calaw.html. OWNER CERT/FICA T/0N: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): __________ SIGN: _________ DATE: _____ _ Note: If the erson si nin above is an authorized a ent for the ro e owner include form 8-62 si ned b owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 ' STONE TRUSS 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 Larson ADU 2831 Elmwood St Carlsbad, CA. 92008 PC2022-0048 2831 ELMWOOD ST LARSON: NEW DETACHED ADU W/GARAGE(696 SF/384 SF GARAGE)//UPGRADE MPU AT MAIN DWELLING 1562313100 ' 10/7/2022 PC2022-0048 nor.• y:, as>t•ue•:>0 1PV HUOt' LOI ~Ll,9·L96·09L ~~;::--f------!:?<?<"~r->"ITTi'rna;;=---~ AlNO NOllo'~ijQ~NI NOllV)Ol SSnijl ijQ~ 030N31NI 9NIM~a ,~nDnijlS-NON :sij33Nl9N3 ONV 'SlH)lilH)ijo' 'SWDWO 9N1011na Ol 3)1l0N ~ ~ IN3NDV'ld S;mJI V ~ m .. O ,L( 0 co V ;,r vr gr gr o~r z~r 01r Br gr =ll==#'v ={;/ vr L zr .O ,6Z iJro .O ,6Z 800G6 \:/':J O\:/8S7cl\:/':J C: '11:1' ·c: lS pooMWl3 ~ £8G .. M ::; 00 c=-~ N 0 nO\:/ U0SJe7 "' J: 0 N N N :ii ~ C: .. "' ! ~ ln0Ae7 ssnJ_L J00cl 'iii ~ ~ 0 C/) .. 9 ,9( --~ Milek® Re: 220834-Roof Larson ADU MITek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Stone Truss, Inc .. Pages or sheets covered by this seal: R72446462 thru R72446473 My license renewal date for the state of California is September 30, 2024. September 2,2022 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to Milek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MITek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply Larson ADU R72446462 220834-Roof A01 Scissor Supported Gable 1 1 Job Reference (ootlonall Stone Trvss, Inc., Oceanside, CA -92054, Run: 8.53 S Aug 11 2022 Print: 8.530 S Aug 11 2022 MiTek lndustr1es, Inc. Fn Sep 02 12:59:44 IO:x9vp3d40vYBGG5mvc7TnJOyiK7r-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCOol7J4z.JC?I Page: 1 .;, Scale = 1 :53.9 0-5-8 I I 0-5-8 5x6" 12-0-0 12-0-0 12-0-0 11-6-8 3x411 Plate Offsets (X, Y): [1:0-2-12,0-2-3], [1:2-1-9,5-5-4], [7:0-1-12,0-1-8], [1 3:0-2-12,0-2-3], [13:2-1-9,5-5-4] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a TCDL 14.0 LumberDOL 1.25 BC 0.20 Vert(TL) n/a BCLL o.o· Rep Stress Iner YES WB 0.05 Horlz(TL) 0.01 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD OTHERS BRACING BOT CHORD JOINTS 2X4 OF No.1&BtrG 2X4 OF No.1 &Btr G 2X4 OF Std G Rigid celling directly applied. 1 Brace at Jt(s): 7, 5, 3, 9, 11 REACTIONS (size) 1=24-0-0, 13=24-0-0, 14=24-0-0, 15=24-0-0, 16=24-0-0, 17=24-0-0, 18=24-0-0, 19=24-0-0, 20=24-0-0, 21 =24-0-0, 22=24-0-0, 23=24-0-0, 24=24-0-0 Max Horiz 1=-80 (LC 16) Max Uplift 1=-21 (LC 12), 13=-29 (LC 12), 14=-112 (LC 12), 15=-273 (LC40), 16=-38 (LC 12), 17=-26 (LC 12), 18=-23 (LC 12), 20=-25 (LC 11 ), 21 =-25 (LC 11 ), 22=-38 (LC 11 ), 23=-273 (LC 29), 24=-115 (LC 11) Max Grav 1 =340 (LC 42), 13=340 (LC 56), 14=665 (LC 40), 15=169 (LC 53), 16=331 (LC 52), 17=286 (LC 51), 18=303 (LC 50), 19=317 (LC 49), 20=303 (LC 48), 21=286 (LC 47), 22=331 (LC 46), 23=169 (LC 45), 24=665 (LC 29) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-592/235, 2-3=-22/163, 3-4=-12/197, 4-5=0/189, 5-6=0/197, 6-7=0/193, 7-8=0/191, 8-9=0/190, 9-10=0/186, 10-11=0/197, 11-12=-8/163, 12-13=-592/235 BOT CHORD 1-24=-163/528, 23-24=-196/137, 22-23=-165/132, 21-22=-170/133, 20-21=-167/133, 19-20=-168/133, 18-19=-168/133, 17-18=-167/133, 16-17=-170/134, 15-16=-165/131, 14-15=-196/139, 13-14=-163/528 WEBS 7-19=-324/0, 6-20=-274/46, 5-21=-264/49, 4-22=-285/60, 3-23=-212/158, 2-24=-419/148, 8-18=-27 4/46, 9-17=-264/48, 10-16=-285/60, 11-15=-212/158, 12-14=-419/147 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 12-0-0, Corner(3R) 12-0-0 to 15-0-0, Exterlor(2N) 15-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 1.,ont11).ued on page L & WARNING -Verify design pa"'melafs and REAO NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rav. 5119/2020 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 24-0-0 12-0-0 2.5L 12 23-6-8 11-6-8 (loc) I/deft " n/a -n/a 24 n/a sxs .. Ud PLATES GRIP 999 MT20 220/195 999 n/a Weight: 126 lb FT =20% 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1, 29 lb uplift at joint 13, 25 lb uplift at joint 20, 25 lb uplift at joint 21, 38 lb uplift at joint 22, 273 lb uplift at joint 23, 115 lb uplift at Joint 24, 23 lb uplift at Joint 18, 26 lb uplift at joint 17, 38 lb uplift at Joint 16, 273 lb uplift at joint 15 and 112 lb uplift at joint 14, 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 19, 20, 21, 22, 23, 24, 18, 17, 16, 15, 14. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Nil a truss system. Before use, the building designer must verify the appHcabUity of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent coNapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSVTPl1 Quality Criteria, D58~89 •nd SCSI Bulldlng Companent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Milek' MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Ros••"le CA 95661 Job Truss Truss Type Qty Ply Larson ADU 220834-Roof A01 Scissor Supported Gable 1 1 R72446462 Job Reference lontlonal\ Stone Truss, Inc., Oceanside, CA· 92054, Run: 8.53 S Aug 11 2022 Print 8.530 S Aug 11 2022 MrTek Industries, Inc. Fri Sep 02 12:59:44 IO:.x9vp3d40vYBGG5mvc7TnJOyiK7r-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDol7 J4zJC?f 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard A WARNING· Vertfy dOllgn paromete<t and READ NOTES ON THIS AND INCLUDEO MITEK RErERENCE PAGE Ml~7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and 1s fOf an ind1vtdual building component, not a tr\Jss system. Before use, the buHdlng designer must verify the epplicabmty or design parameter& and property Incorporate this design into lhe overall building design. Bracing indteated Is to prevent buckling of incUvidu&a truss web and/or chord members onty. Additional temporary and pennanent bracing Is always required for 118bi1i1y and 10 prevent collapoe with possible personal Injury and propeny damage. Fo, general guidance ragardlng lhe lebocation, slOnlge, delivery, e<ectlon and tnc,ng ol trusses and truss systems, see ANSVTP/1 Qu•llty Crlterl•. DSB-89 •nd BCSI Bui/ding Componont S•fety /nformotlon available fro,n TnJSS Plate lnSblute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Nii. Milek· MIT elc USA, Inc. •OO Sunrise Avenue, Suite 270 Rooe,alle CA 95661 Job Truss Truss Type Qty Ply Larson ADU 220834-Roof A02 Scissor 5 1 R72446463 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Aug 11 2022 Print: 8.530 S Aug 11 2022 MiTek Industries, Inc. Fn Sep 02 12:59:47 ID:7MBgee1ylq83FEJSIDNJ02yiK6o-RfC?PsB70Hq3NSgPqnL8w3u!TXbGKWrCDoi7J4zJC?f Page: 1 1 -1-6-0 I 1-6-0 0-5-8 I I 0-5-8 Scale = 1 :SO .9 6-5-4 6-5-4 6-5-4 5-11-12 Plate Offsets (X, Y): [2:0-3-0,0-1-8], [6:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL o.o• Rep Stress Iner YES 12-0-0 5-6-12 12-0-0 5-6-12 CSI TC BC WB 4x6• 4 0.43 0.48 0.67 DEFL 17-6-12 5-6-12 17-6-12 5-6-12 in Vert(LL) -0.22 Vert(CT) -0.77 Horz(CT) 0.45 BCDL 10.0 Code IBC2018fTPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1&Btr G 2X4 DF No.1 &Bir G 2X4 DF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=-91 (LC 16) Max Uplift 2=-135 (LC 11), 6=-135 (LC 12) Max Grav 2=1162 (LC 1), 6=1162 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-2=0/41, 2-3=-3727/372, 3-4=-2720/273, 4-5=-2720/266, 5-6=-3727/384, 6-7=0/41 2-10=-340/3445, 9-10=-340/3453, 8-9=-290/3453, 6-8=-289/3445 4-9=-66/1638, 5-9=-992/271, 5-8=0/129, 3-9=-992/262, 3-10=0/129 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult= 110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-11 to 1-5-5, Interior (1) 1-5-5 to 12-0-0, Exterior(2R) 12-0-0 to 15-0-0, Interior (1) 15-0-0 to 25-6-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 2 and 135 lb uplift at joint 6. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied direc11y to the bottom chord. LOAD CASE(S) Standard ,& WARNING · Velify de1lgn paramelenl end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not (loc) 9-10 9-10 6 a truss system. Before use, the building designer must verify the appHcablUty of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or Chord membef's only. Addition8' temporary and pemmnent bracing Is elweys required for stabllity and to prevent cotlapse with possible personal Injury and property damage. For general gukiance regarding the fabrication, atorege, ~Ivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quality Criteria, DSB-89 and SCSI Bulfdlng Component Safety Jnfonnatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldort, MO 20601 1/defl >999 >376 n/a 24-0-0 6-5-4 23-6-8 5-11-12 Ud PLATES 240 MT20 180 nla Weight: 94 lb 125-6-o I 1-6-0 3x7• GRIP 220/195 FT=20% September 2,2022 1111· Milek· MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roso>nlle "A 95661 7 Job Truss Truss Type Qty Ply Larson ADU 220834-Roof A03 Scissor 2 1 R72446464 Job Reference tontlonall Stone Truss, Inc .. Oceanside, CA -92054, Run: 8.53 S Aug 11 2022 Print: 8.530 S Aug 11 2022 Mrrek Industries, Inc. Fri Sep 02 12:59:~7 IO:N4E4Xj8bAbGnqdVqmc20uyyiK6T-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page· 1 I -1-6-0 I 1-6-0 iI 0 Scale= 1:48.6 Loading (psf) TCLL (roof) 20.0 TCOL 14.0 BCLL o.o· Spacing Plate Grip OOL Lumber OOL 6-5-4 6-5-4 6-5-4 5-11-12 2-0--0 1.25 1.25 Rep Stress Iner YES CSI TC BC WB 12--0--0 5-6-12 12-0--0 5-6-12 0.43 0.49 0.67 4x6• 4 DEFL Vert(LL) Vert(CT) Horz(CT) 17-6-12 5-6-12 17-6-12 5-6-12 In --0.22 --0.77 0.45 BCOL 10.0 Code IBC2018fTPl2014 Matrix-AS LUMBER TOP CHORO BOTCHORO WEBS BRACING TOP CHORO BOTCHORO REACTIONS FORCES TOPCHORO BOTCHORO WEBS NOTES 2X4 OF No.1 &Bir G 2X4 OF No.1 &Btr G 2X4 OF Std G Structural wood sheathing directly applied. Rigid celling directly applied. (size) 2=0-5-8, 6=0-5-8 Max Horiz 2= 101 (LC 15) Max Uplift 2=-135 (LC 11), 6=-103 (LC 12) Max Grav 2=1165 (LC 1), 6=1053 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/41, 2-3=-37 43/422. 3-4=-2735/306, 4-5=-2736/314, 5-6=-3782/428 2-9=-360/3460, 6-9=-361/3468, 7-8=-346/3508, 6-7=-346/3502 4-8=-99/1652, 5-8=-1031/283, 5-7=0/133, ~=-992/261, 3-9=0/129 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCOL=6.0psf; h=25fl; Cat. II; Exp C; Enclosed: MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-11 to 1-5-5, Interior (1) 1-5-5 to 12--0--0, Exterior(2R) 12-0-0 to 15--0--0, Interior (1) 15--0--0 to 24--0--0 zor\8; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 3) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3--06--00 tall by 2-00--00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSlfTPI 1 angle to grain fonmula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 2 and 103 lb uplift at joint 6. 7) This truss is designed in acoordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ,A. WARNING· Verify des,gn parametel1 and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual bulkt1ng component, not a truu system. Befo,e use, the building designer must verify the appllcabillty of design parameters and properly Incorporate this design Into the overall (loc) 8-9 8-9 6 bu lding design. Braang Indicated is to prevent buckling of individusl truss web and/or chord members only. Addkionat temporary and pennanent bracing Is elways required lo, 1tebitity and to p,event colapse with possible personal Injury and p(Operty damage. For general guidance regarding the lebncabon, sto<age, del,very, erecoon end bntdng of trusses end 11\lss systems, see ANSVTP/f Ou•llty Crltorl•, 0$11-39 •nd BCSI Bui/ding CompoMnt S•fefy lnform•tlon available from Truss Ptate Institute. 2670 Craf'I Highway, Suite 203 Wekiorf, MD 20601 Vdefl Lid >999 240 >374 180 n/a rJa 24-0-0 6-5-4 23-6-8 5-11-12 PLATES MT20 Weight: 92 lb 4x6" GRIP 220/195 FT= 20% September 2,2022 Nii" Milek· Milek USA, Inc. 400 Sunrise Avenue, Suite 270 R--•lle CA 95661 Job Truss Truss Type Qty Ply Larson ADU R72446465 220834-Roof A04 Common 1 1 Job Reference lootlonal\ Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.53 S Aug 11 2022 Print: 8.530 S Aug 11 2022 MITek Industries. Inc. Fri Sep 02 12:59:48 IO:fR9j?60_Xk9oAhXAhag3gQy!K6M-RfC?Ps870Hq3NSgPqnl8w3ulTXbGKWrCDol7J4zJC?f Page: 1 "7 IO ➔I 0 I -1-6-0 I 6-3-14 12-0-0 1-6-0 6-3-14 5-8-2 PER ICC CODES (IRC/IBC), TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL OUT OF PLANE WALL BRACING IS SPECIFIED BY THE ENGINEER OF RECORD. 12 sr 17-8-2 5-8-2 4x5• 1.5x4= 4 3x4• 5x6• 3x5• 8-2-10 15-9-6 8-2-10 7-6-13 Scale = 1 :46.8 Plate Offsets (X, Y): [2:0-0-10,Edge], [4:0-2--0,Edge], [6:0--0-10,Edge], [7:0-3-0,0-3-4] l oading (psf) Spacing 2-0--0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(Ll) --0.09 TCDL 14.0 lumber DOL 1.25 BC 0.44 Vert(CT) --0.45 BCLL o.o• Rep Stress Iner YES WB 0.27 Horz(CT) 0.07 BCDL 10.0 Code IBC2018rrPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Btr G 2X4 DF No.1 &Bir G 2X4 DF Std G 2X4 DF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=101 (LC 15) Max Uplift 2=-135 (LC 11), 6=-103 (LC 12) Max Grav 2=1165 (LC 1), 6=1053 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/41, 2-3~2109/275, 3-4=-1873/262, 4-5=-1847/290, 5-6=-20891300 2-8~20711905. 6-8=-215/1895 4-7=-98/625, 5-7=-4561185, 4-8=-58/668, 3-8~301187 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cal II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-11 to 1-5-5, Interior (1) 1-5-5 to 12--0--0, Exterior(2R) 12-0-0 to 15-0-0, Interior (1) 15--0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 6 and 135 lb uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlrrPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7 /16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ,A, WARNING• Verify dos,gn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml~7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shcwm, and is for an Individual building component, not (loc) 7-44 7-44 6 a truss system. Before use, the buUdlng designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated tS to prevent buckling of indMdual truss web and/or chord members only. Addittonal temporary and permanent bracing Is always required for stabillty and to prevent collapse wtth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSvrP/1 Quality Criteria, 0S8·89 and SCSI Bultdlng Component S•fety lnfonnatlon available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorl, MO 20601 I/defl >999 >644 n/a Ud 240 180 nla 24-0-0 6-3-14 24-0-0 8-2-10 PLATES GRIP MT20 220/195 Weight: 146 lb FT =20% September 2,2022 ■i· Milek' MITok USA, Inc. 400 Sunrise Avenue, Suite 270 RosovillA rA 9'-""1 3x5• ' Job Truss Truss Type Qty Ply Larson ADU 220834--Roof AOS Common 1 1 R72446466 Job Reference loalionall Stone Truss, Inc., Oceanside, CA• 92054, Run: 6.53 S Aug 11 2022 Print 6.530 S Aug 11 2022 Milek Industries, Inc. Fri Sep 02 12:59:~9 ID:JJZ09FPO?l2gT?B23ERanbylK67-RfC?PsB70Hq3NSgPqnL6w3ulTXbGKWrCDol7 J4zJC?f Page: 1 I -1-6-0 I 6-3-14 12-0-0 17-8-2 1-6-0 6-3-14 5-8-2 5-8-2 Special 4 ~I 0 3x4 • 5x6• 8-2-10 15-9-6 8-2-10 7-6-13 Scale • 1 :46.5 Plate Offsets (X, Y): [2:0-0-10,Edge], [6:0-0-10,Edge], [7:0-3-0,0-3-4] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.09 TCDL 14.0 lumberDOL 1.25 BC 0.44 Vert(CT) -0.45 BCLL o.o· Rep Stress Iner YES WB 0.27 Horz(CT) 0.07 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Bir G 2X4 DF No.1 &Bir G 2X4 DF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=101 (LC 15) Max Uplift 2=-156 (LC 11), 6=-123 (LC 12) Max Grav 2=1172 (LC 1), 6=1059 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/41, 2-3=-2125/299, 3-4=-1889/286, 4-5=-1663/314, 5-6=-2105/324 2-8=-254/1921, 6-8=-237/1910 4-7=-100/624, 5-7=-455/187, 4-8=-60/666, 3-8=-430/189 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCOL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-11 to 1-5-5, Interior (1) 1-5-5 to 12-0-0, Exterlor(2R) 12-0-0 to 15-0-0, Interior (1) 15-0-0 to 24-0-0 zone; cantilever left end right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1 .60 3) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 123 lb uplift al joint 6 and 156 lb uplift at joint 2. 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and al all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7 /16" structural wood sheathing be applied directly to Iha top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. 9) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 151 lb up at 12--0-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Roof live (balanced): lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-4=-68, 4-6=-68, 9-12=-20 Concentrated Loads (lb) Vert: 4=-13 (B) £. WARNING • Venfy deSlgn porame-end READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MIi 7'73 rev. 5119/2020 BEFORE USE. Design valid for use only with MITek® connecto~. This design is besed only upon paremet8<11 Shown, and Is for an Individual building component, not a truss syatem. Before uae, the building deaigner must verity the appOcabUlty of design parameters and properly Incorporate this design Into the overall building des,gn. Braang indicated is to pn,vent buckling of individual truss web and/or chotd membels only. Ad<itional temporary and permanent bracing Is always required lo, stability and to pr9vent colepoa with possible penional Injury and property damage. Fo, general guidance regarding the (foe) 7-11 7-11 6 fabrication, slO(age, delivery, eredion and b<aong of trusses and truss systema, -ANSVTPII Qua//ty Criteria, DSB-89 and BCSf Bui/ding Component Safety Jnform1tlon evalleble from Truas Ptate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 I/deft >999 >644 n/a Ud 240 180 n/a 24-0-0 6-3-14 24-0-0 8-2-10 PLATES GRIP MT20 220/195 Weight: 95 lb FT= 20% September 2,2022 Nii' Milek' MITek USA. Inc. 400 Sunrise Avenue, Suite 270 Rose•"'-CA a""'" 3x5• Job Truss Truss Type Qty Ply Larson ADU 220834-Roof A06 California 1 R72446467 1 Job Reference (ootional) Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Aug 11 2022 Print: 8.530 S Aug 11 2022 M/Tek Industries, Inc. Fri Sep 02 12:59:49 ID: IG07kLIN9Hc_SUoxwsD5qUyiK 15-RfC?PsB70HqJNSgPqnl8w3uiTXbGKWrCDol7 J4zJC?f Page: 1 -1-6-0 4-11-6 9-10-15 10--0 14-0-0 14-1-1 1-6-0 4-11-6 4-11-9 0--1 4-0-0 0--1 Special 4x6" 6x8= 0 4 21 22 23 fI 0 3x6• 4x4= 9-6-1 14-7-11 9-6-1 5-1-10 Scale= 1:47.1 Plate Offsets (X, Y): [5:0-4-0,0-1-12], [8:0-2-8,0-3-0] Loading (psf) Spacing 2-0--0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) --0.07 TCDL 14.0 LumberDOL 1.25 BC 0.48 Vert(CT) --0.54 BCLL o.o· Rep Stress Iner YES WB 0.23 Horz(CT) 0.08 BCDL 10.0 Code IBC2018fTPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1&BtrG 2X4 OF No.1 &Bir G 2X4 OF Std G Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-9-14 max.): 4-5. Rigid ceiling directly applied. (size) 2=0-5-8, 7 =0-5-8 Max Horiz 2=85 (LC 15) Max Uplift 2=-186 (LC 11), 7=-154 (LC 12) Max Grav 2=1198 (LC 1), 7=1085 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-2=0141, 2-3=-22451364, 3-4=-18411295, 4-5=-16461299, 5-6=-1867/317, 6-7=-22581386 2-9=-34512047, 7-9=-30112070 3-9=-5211191, 4-9=01357, 5-9=-163/150, 5-8=-19/307, 6-8=-504/194 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-11 to 1-5-5, Interior (1) 1-5-5 to 9-6-1, Exterior(2R) 9-6-1 to 13-8-15, Interior (1) 13-8-15 to 14-4-3, Ex1erlor(2R) 14-4-3 to 18-7-2, Interior (1) 18-7-2 to 24--0--0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 7 and 186 lb uplift at joint 2. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wilh any other live loads. 9) This truss design requires that a minimum of7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 142 lb up at 9-11-11, and 65 lb down and 78 lb up at 12-0-0, and 75 lb down and 142 lb up at 14-0-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-4=-68, 4-5=-68, 5-7=-68, 10-13=-20 Concentrated Loads (lb) Vert: 22=-65 (B) £_WARNING· Verify de9lgn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Ml~7473 rev. 5119/2020 BEFORE USE. Oestgn valkt for use only with Milek® connectors. This design is based only upon parameters shovm, and is for an individual building component. not 5 5x5• (loc) 8-12 8-12 7 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling or individual truss web and/or chord members only. AddiUonal temporary end permanent bracing Is atways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systems, see ANSVTPl1 Quality Crlterl•, OSB-89 and SCSI Building Compom,nt Safety Information available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 19-0-10 4-11-9 1/defl Ud >999 240 >535 180 nla nla 24-0-0 4-11-6 24-0-0 9.4.5 PLATES GRIP MT20 2201195 Weight: 102 lb FT =20% September 2,2022 Nii' Milek' MITek USA. Inc. 400 Sunrise Avenue, Suite 270 RosevillA CA a=a 1 4x5= Job Truss Truss Type Qty Ply Larson ADU 220834-Roof A07 California 1 1 R72446468 Job Refer,.nce loollonal) Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Aug 11 2022 Pr1nt: 8.530 S Aug 11 2022 MITek lndustr1es, Inc. Fr1 Sep 02 12:59:50 ID:X?3XdOP022Hgs_gyFtChOy!KOy-RIC?Ps870Hq3NSgPqnl8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 -1--6-0 7-10-15 8--0 12-0-0 16-0-0 1-6-0 7-10-15 0--1 4-0-0 4-0-0 Special Special Special 4x7• 3x4• ~ ;5; cJ. 0 ; 'T 'T 'T ..,. N M M ... jI 3x4• 3x5• 7 --6-1 16-4-3 7--6-1 8-10-2 Scale• 1:47.1 Plate Offsets (X, Y): [2:0-0-10,Edge], [3:0-3-8,0-1-12], [5:0-3-8,0-1-12], [6:0-0-10,Edge], [7:0-3-8,0-3-4] Loading (psi) Spacing 2-0-0 est DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.11 TCDL 14.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.53 BCLL o.o· Rep Stress Iner YES WB 0.29 Horz(CT) 0.09 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Bir G 2X4 DF Std G Structural wood sheathing directly applied, except 2-0-0 oc purllns (4-5-13 max.): 3-5. Rigid ceiling directly applied. (size) 2=0-5-8, 6=0-5-8 Max Horlz 2=71 (LC 15) Max Uplift 2=-222 (LC 11), 6=-189 (LC 12) Max Grav 2=1266 (LC 1), 6=1154 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/41, 2-3=-2318/414, 3-4=-2065/417, 4-5=-2043/437, 5-6=-2248/441 2-8=-318/2061, 6-8=-471/2407 3-8=-12/494, 4-8=-523/219, 4-7=-556/182, 5-7=-30/459 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1--6-11 to 1-5-5. Interior (1) 1-5-5 to 7-6-1, Exterior(2R) 7-6-1 to 12-0-0, Interior (1) 12-0-0 to 16-5-15, Ex1erior(2R) 16-5-15 to 20-8-14, Interior (1) 20-8-14 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 6 and 222 lb uplift at Joint 2. 7) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2' gypsum Sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 143 lb up at 7-11-11, 67 lb down and 79 lb up at 10-0-12, 68 lb down and 79 lb up at 12-0-0, and 67 lb down and 79 lb up at 13-11-4, and 75 lb down and 143 lb up at 16-0-5 on top chard. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 3-5=--68, 5--6=--68, 9-12=-20 Concentrated Loads (lb) Vert: 4=--68 (B), 21 =--67 (B), 22=--67 (B) £WARNING. Venly design -and READ NOTES ON THIS AND INCLUOED MITEK REFERENCE PAGE MIH •73 rsv 5119/2020 BEFORE USE. Design valld for use onty with Milek® connectors. This destgn is based only upon parameters shown, and is for an 1nd1vidual bufld1ng component, not a truss ayalem. aerore use, !he building deligner most verify !he applicablllly or design parametora and property Incorporate this design lnlo lhe overall building des,gn. Bracing ondlcated is ID P<9Vent budding of individual cruas web and/or chonl membenl only. Additional lo._-ary and permanent bracing 11 always required ror otablUly and ID prevent colapse with poosible personal Injury and property damage. For gene<al guidance regarding the (loc) 7-11 7-8 6 febncatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quatlty Crlterl•, OS8·19 •nd SCSI Bulldlng Component Sa,.ty Information available from Truss Piate Institute, 2670 Cram Hlghway, Suite 203 Weldorl, MO 20601 16-1-1 0--1 4x7• 5x7• I/defl Ud >999 240 >538 180 n/a n/a 24-0-0 7-10-15 24-0-0 7-7-13 PLATES GRIP MT20 220/195 Weight: 92 lb FT= 20% September 2,2022 Nii" Milek· MITok USA. Inc. 400 Sunrise Avenue, S~te 270 Roseville CA 95"'" Job Truss Truss Type Qty Ply Larson ADU R72446469 220834-Roof AOB California Girder 1 2 Job Reference lootional\ Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.53 S Aug 11 2022 Print: 8.530 S Aug 11 2022 MITek Industries. Inc. Fri Sep 02 12:59:51 I0:btTCmYbQWfeszAdYKuejoYylKOJ-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCOol7 J4zJC?f Page: 1 -1-6-0 5-10-15 6--0 12-0-0 18-0-0 18-1-1 24-0-0 1-6-0 5-10-15 0--1 6-0-0 6-0-0 0--1 5-10-15 Special Special Special Special Special MT20HS 5x10 • 1X4 11 i~ ~ 0 ~ "l' "' -i N (") ~::r:: 0 1x4 U 4x8= 4x4• LU24 LU24 LU24 LU24 LU24 LU24 LU24 5-6-1 12-0-0 5-6-1 6-5-15 Scale = 1 :46.9 Plate Offsets (X, Y): [3:0-5-0,0-1-8], [5:0-5-0,0-1-8], [7:0-2-8,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.14 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.51 BCLL o.o· Rep Stress Iner NO WB 0.49 Horz(CT) 0.10 BCDL 10.0 Code IBC2018/TPI2014 Matrix-MP LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 DF No.1 &Btr G 2X4 OF Std G Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (4-4-14 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) Max Horiz Max Uplift Max Grav 2=0-5-8, 6=0-5-8 2=56 (LC 57) 2=-357 (LC 3), 6~318 (LC 8) 2=2139 (LC 1 ), 6=2026 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/41, 2-3=-4839/841, 3-4=-6621/1300, 4-5~6621/1300, 5-6=-4801/882 2-9=-739/4450, 8-9=-747/4432, 6-8=-783/4419 3-9=0/27 4, 3-8=-524/2380, 4-8=-1218/513, 5-8=-488/2406, 5-7=0/235 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided lo distribute only loads noted as (F) or (B ), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) ex1erior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 6 and 357 lb uplift at joint 2. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1 /2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 21-11-4 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger Is In contact with lumber. ,A WARNING -Verify dHlgn pan>meters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 ,,,.,. 5119/2020 BEFORE USE. Design valid for use My with MiTek® connectors. This design is based only upon parametMS shown, and is for an tndivktuel buikting component, not MT20HS 5x10 • 5x5• 4x4• LU24 LU24 LU24 LU24 18-5-15 24-0-0 6-5-15 5-6-1 (loc) I/deft Ud PLATES GRIP 7-8 >999 240 MT20HS 165/146 7-8 >563 180 MT20 220/195 6 n/a n/a Weight: 191 lb FT=20% 15) Han9er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320 lb down and 183 lb up at 5-11-11, 172 lb down and 94 lb up at 8-0-12, 173 lb down and 94 lb up at 10-0-12, 173 lb down and 94 lb up at 12-0-0, 173 lb down and 94 lb up at 13-11-4, and 172 lb down and 94 lb up at 15-11-4, and 320 lb down and 184 lb up at 18-0-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 3-5=-68, 5-6=-68, 10-13=-20 Concentrated Loads (lb) Vert: 8=-54 (B), 4=-173 (B), 18=-276, 19=-172 (B), 21=-173 (B), 22=-173 (B), 24=-172 (B), 25~276, 28=-42 (B), 29~33 (B), 30=-54 (B), 31=-54 (B), 32=-54 (B), 33=-54 (B), 34=-54 (B), 35=-54 (B), 36=-33 (B), 37=-42 (B) September 2,2022 .,. Milek· a truss system. Before use, the buUdlng designer must verify the applicability of deslgn parameters and properly incorporate lhis design Into the overall building design. Bracing Indicated is to prevent buckling of indivk,ual truss web and/or chord members only. Add~ temporary and permanent bracing Is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, d8'ivery, erection end bracing of trusses and truss systems, see ANSVTP/1 Quality Criteria, DSB-89 and BCSI Bulldlng Component S•fety Information available from Truss Plata Institute, 2670 Crain Htghway, Suite 203 Waldorf, MD 20601 MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville ,_. •5661 Job Truss Truss Type Qty Ply Larson ADU 220834-Roof 801 California Girder 1 2 R72446470 .lnb Ref.,rence lontionall Stone Truss, Inc., Oceanside. CA -92054, Run: 8.53 S Aug 11 2022 Print: 8.530 S Aug 11 2022 MITek Industries, Inc. Fri Sep 02 12:59:52 ID:Ph8KBYet60hn715NCokll5uyiK1y-RfC?PsB70Hq3NSgPqnL8W3ulTXbGKWrCOol7J4zJC?f Page: 1 -1-6-0 5-10-15 6 -0 11-0-0 11-1-1 17-0-0 18-6-0 1-6-0 5-10-15 0--1 5-0-0 0--1 5-10-15 1-6-0 Special Special 5x8 • 4xs .. ~I 0 6 1x4 • 3x4• LU24 LU24 LU24 LU24 LU24 LU24 LU24 Scale s 1:40.2 Loading (psf) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 14.0 LumberDOL 1.25 BCLL o.o· Rep Stress Iner NO 5-6-1 5-6-1 cs, TC 0.93 BC 0.29 WB 0.08 LU24 11-5-15 5-11-14 DEFL Vert(LL) Vert(CT) Horz(CT) In -0.04 -0.17 0.04 BCDL 10.0 Code IBC2018/TPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Bir G 2X4 OF No.1 &Btr G 2X4 OF Std G Structural wood sheathing directly applied or 6-0-0 oc pur1Ins, except 2-0-0 oc pur1Ins (5-3-13 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) Max Horlz Max Uplift Max Grav 2=0-5-8, 5=0-5-8 2=-47 (LC 8) 2=-248 (LC 7), 5=-248 (LC 8) 2=1481 (LC 1), 5=1481 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/41, 2-3=-3057/499, 3-4=-2633/467, 4-5=-2910/476, 5-6=0/41 2-8=-432/2789, 7-8=-440/2771, 5-7=-370/2622 3-8=0/291, 3-7=-319/122, 4-7=0/363 1) 2-ply truss to be oonnected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords oonnected as follows: 2x4 -1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 2 and 248 lb uplift at joint 5. 9) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Graphical pur1In representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 12) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 14-11-4 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 315 lb down and 181 lbupat 5-11-11, 172Ibdownand94 lb up at 8-0-12, and 172 lb down and 94 lb up at 8-11-4, and 309 lb down and 180 lb up at 11-0-5 on top chord. The design/selection of such connection device (s) is the responsibility of others. LOAD CASE(S) Standard £ WAANING. Vortfy dn,gn paramelefa ond READ NOTES ON THIS AND INCLUOEO MITEK REFERENCE PAGE Mll-703 r,,, 5/19/2020 BEFORE use. Design valid for use only with MiTek® connectors. This design la based only upon paramete,s shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the appllcabHlty of design parameters end property incorporate this design Into lhe overall buIld,ng design. Bracing indlc8tad Is to prevent budding Cl( indro/ldual truss web and/or choro members only. Additional lemporary and pem1anen1 bracing la always required lo, alability and 10 prevenl colapse w1th possible peroonal Injury and property damage. Fo, -al guidance rega,d;ng the 17-0-0 5-6-1 (loc) Vdefl Ud PLATES GRIP 7-8 >999 240 MT20 220/195 7-8 >999 180 5 nla n/a Weight: 133 lb FT=20% 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 3-4=-68, 4-6=·68, 9-12=-20 Concentrated Loads (lb) Vert: 17=-271, 18=-172 (F), 20=-172 (F), 21=-271, 24=-42 (F), 25=-33 (F), 26=-54 (F), 27=-54 (F), 28=-54 (F), 29=-54 (F), 30=-33 (F), 31 =-42 (F) September 2,2022 Nii. Milek· fabncation, stOf'lge, defiY9f'y, erection and bracing of trusses and truss systems, see ANSVTPl1 Qu•llty Crfterl,, 0S849 •nd SCSI Bulldlng Compon•nt MrTek USI\, Inc. ~:;_::1~~;~• SUite 270 sar,,ry Information available from Truss P1a1e lnstitule, 2670 Cnlin Highway, Suite 203 Waldorf, MD 20601 Job Truss Truss Type Qty Ply Larson ADU 220834-Roof B02 California 1 R72446471 1 Job Reference loolional\ Stone Truss, Inc., Oceanside, CA -92054, Run: 8.53 S Aug 11 2022 Prtnt: 8.530 S Aug 11 2022 MiTek Industries, Inc. Frt Sep 02 12:59:53 ID:ADgMtHkuErheyGlvgUt3QayiK1q-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f Page: 1 -1-6-0 1-6-0 0 'f "' ch c', ... 't 't ' 't 't <';' "' "' ..,. iI 0 3x5= Scale= 1:41 Plate Offsets (X, Y): [2:0-1-2,Edge], [3:0-4-0,0-1-12], [5:0-1-2,Edge] Loading (psf) Spacing 2-0-0 7-10-15 7-10-15 7-6-1 7-6-1 CSI 9-0-0 8--0 9--1 0--1 0--1 1-0-0 6x8= 4x7" 3 19 20 21 4 1x4 u 9-5-15 1-11-14 OEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.08 TCDL 14.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.28 BCLL a.a· Rep Stress Iner YES WB 0.12 Horz(CT) 0.03 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD 2X4 OF No. 1 &Bir G 2X4 OF No.1 &Btr G 2X4 OF Std G Structural wood sheathing dlrecUy applied, except 2-0-0 oc purtins (5-9-1 max.): 3-4. Rigid ceiling directly applied. (size) 2=0-5-8, 5=0-5-8 Max Horlz 2=-61 (LC 46) Max Uplift 2=-144 (LC 11), 5=-143 (LC 12) Max Grav 2=901 (LC 1 ), 5=901 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/41, 2-3=-1401/242, 3-4=-1187/261, 4-5=-1 360/239, 5-6=0/41 2-8=-148/1227, 7-8=-149/1221, 5-7=-132/1179 WEBS 3-8=0/172, 3-7=-269/160, 4-7=-23/303 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-11 to 1-5-5, Interior (1) 1-5-5 to 7-7-13, Exterior(2E) 7-7-13 to 9-5-15, Exterior(2R) 9-5-15to 13-8-14, lnterior(1) 13-8-141018-6-11 zone: cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 2 and 143 lb uplift at joint 5. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb downand91 lbupat 7-11-11,and661bdownand91 lb up at 9-0-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1·3=-68, 3-4=-68, 4-6=-68, 9-12~20 Concentrated Loads (lb) Vert: 19=-47, 21=-47 ,A WARNING -Venfy design parametOf& and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll,7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based onty upon parameters shown, and is for an individual building component, not (loc) 8-11 8-11 5 a truss system. Before use. the bulldlng designer must verify the appUcabiUty of desJgn parameters and proper1y Incorporate lhls design Into the OY8r&II building design. Bracing indteated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is atways required for stablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSlffPl1 QtJallty Criteria, DSB·89 and SCSI Bulldlnr, Component S•f•ty lnfonnatlon available from Truss Plate Institute, 2670 Cram Highway, Suite 203 Waldorf. MO 20601 17-0-0 7-10-15 17-0-0 7-6-1 I/deft Lid >999 240 >728 180 n/a nla 18-6-0 1-6-0 3x5= PLATES GRIP MT20 220/195 Weight: 66 lb FT= 20% September 2,2022 ■1· MITek· Milek USA, Inc. 400 SUnrlse Avenue, Suite 270 RrwQvi)IA ('_A nc:~,:,1 6 Job Truss Truss Type Qty Ply Larson ADU 220834-Roof B03 Common 1 R72446472 3 Job Reference lootlonall Stone Truss, Inc .. Oceanside, CA -92054, Run: 8.53 S Aug 11 2022 Print: 8.530 S Aug 11 2022 MiTel< Industries. Inc. Fri Sep 02 12:59:53 ID:3?wtienOH4B4RtOgvKx?a0yiK1m-RfC?Ps870Hq3NSgPqnL8w3tJITXbGKWl{;Dol7J4zJC?f Page: 1 -1-6-0 4-6-14 8-6-0 12-5-2 1-6-0 4-6-14 3-11-2 3-11-2 3x5s Scales 1 :37.9 Plate Offsets (X, Y): [2:0-0-6,Edge], [6:0-0-6,Edge] Loading (psi) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL o.o· Rep Stress Iner YES 12 51 8-6-0 8-6-0 CSI TC 0.25 BC 0.31 WB 0.20 4 3x8• DEFL in Vert(LL) -0.05 Vert(CT) -0.21 Horz(CT) 0.04 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=-68 (LC 12) Max Uplift 2=-105 (LC 11 ). 6=-105 (LC 12) Max Grav 2=854 (LC 1 ), 6=854 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/41, 2-3~1409/298, 3-4=-1054/211, 4-5=-1054/211, 5-6=-1409/298, 6-7=0/41 2-8=-193/1277, 6-8=-204/1277 4-8=-20/503, 5-8=-486/166, 3-8=-486/166 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCOL=6.0psf; h=25ft; Cal II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterlor(2E)-1-6-11 to 1-5-5, Interior (1) 1-5-5 to 8-6-0, Exterior(2R) 8-6-0 lo 11-6-0, interior (1) 11-6-0 to 18-6-11 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 2 and 105 lb uplift at joint 6. 6) This truss Is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Attic room checked for U360 deflection. LOAD CASE(S) Standard .A, WARNING -Venfy dnlgn pen,melefl and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE Ml~7473 rfN. 5/19/2020 BEFORE USE. Design valid for use onty with MiTek® connectors. This design Is baled only upon parameters shown, and is for an Individual building component, not (loc) 8-14 8-14 6 e truss ayatem. Before use, the building designer must verify the appOcebllrty of design parameters and properly incorporate this design Into the overall building deSJgn. Braang Uldicated Is to prevent buckling of individual truss web and/or chord members onty. Additional temporary and permanent bracing is always required to, stability and 10 prevent cola-with possible perwonal ,iJury and property damage. For general guidance regarding 1he fabncabon, storage, delivery, e<ecijoo and bracing of trusses and truss syslems, see AHSf/TPff Qu•llty Crltorl•, DSB-89 ond BCSI Bui/ding Compon.,.t S•fety lnform•tlon available from TNss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 17-0-0 8-6-0 1/defl Ud >999 240 >953 180 n/a n/a 17-0-0 18-6-0 4-6-14 1-6-0 3x5• PLATES GRIP MT20 220/195 Weight: 69 lb FT= 20% September 2,2022 ldl- MiTek· MiTel< USA, Inc. ,oo Sunrise Avenue, Sufte 270 0 -•ville CA 9"""1 7 Job Truss Truss Type Qty Ply LarsonAOU 1 R72446473 220834-Roof 804 Attic 5 Job Reference (optional) Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.53 S Aug 11 2022 Print: 8.530 S Aug 11 2022 MITek Industries, Inc. Fri Sep 02 12:59:54 ID:3?wtlenOH484RtOgvKx?aQyiK1m-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDol7J4zJC?f Page: 1 M .;, ..;. Ol 0 ,J, iI 0 -1-6-0 5-4-4 1-6-0 5-4-4 8-0-14 2-8-10 8-11-2 -6- -5- 0-5-2 5x7 • 3x5• 11-7-12 2-8-10 3x5• 3x.5s 3x5• 3x5= 5-4-4 11-7-12 5-4-4 6-3-8 Scale= 1 :40.1 Plate Offsets (X, Y): (2:0-2-8,Ed9e], (8:0-2-8,Ed9e] Loading (psf) Spacing 2-0--0 cs, OEFL In TCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.84 Vert(LL) --0.17 TCOL 14.0 Lumber OOL 1.25 BC 0.40 Vert(CT) --0.52 BCLL o.o· Rep Stress Iner YES WB 0.15 Horz(CT) 0.03 BCOL 10.0 Code IBC2018/TPI2014 Matrix-AS Attic --0.10 LUMBER TOPCHORO BOTCHORO WEBS BRACING TOPCHORO BOTCHORO REACTIONS FORCES TOPCHORO BOTCHORO WEBS NOTES 2X4 OF No.1 &Bir G 2X4 OF No. 1 &Btr G 2X4 OF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-5-8, 8=0-5-8 Max Horiz 2=-68 (LC 12) Max Uplift 2=-49 (LC 11 ), 8=-49 (LC 12) Max Grav 2=948 (LC 1 ), 8=948 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-2=0/41, 2-3=-1549/95, 3-4=-1336/146, 4-5=-95/1503, 5-6=-95/1503, 6-7~1336/146, 7-8=-1549/95, 8-9=0/41 2-11=0/1345, 10-11=0/1345, 8-10=0/1345 7-10=0/318, 3-11=0/318, 4-6=-2976/256 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCOL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-1 1 to 1-5-5, Interior (1) 1-5-5 to 8-6-0, Exterior(2R) 8-6-0 to 11-7-12, Interior (1) 11-7-12 to 18-6-1 1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3--06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Ceiling dead load (10.0 psf) on member(s). 3-4, 6-7, 4-6 5) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-11 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 2 and 49 lb uplift at joint 8. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 O) This truss design requires that a minimum of 7 /16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) Attic room checked for U360 deflection. LOAD CASE(S) Standard ,& WARNING• Verify deoig,1 paramete,s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use onty with Milek® connectors. This design is based only upon parameters shown, end is for en individual building component, not (loc) 10-17 10-11 8 10-11 a truss system. Before use, the buildlng designer must verify the appllcabNity of design parameters and property inoorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndivtdual truss web and/or chord members only. Addkional temporary and permanent bracing Is always required for stability and to prevent coNapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and SCSI Building Component S•fety Information evallable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorl, MD 20601 17-0-0 5-4-4 17-0-0 5-4-4 I/defl Ud >999 240 >395 180 n/a n/a >746 360 18-6-0 1-6-0 9 3x5= PLATES GRIP MT20 220/195 Weight: 68 lb FT= 20% September 2,2022 Nii" Milek· MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville f'.A 9~1 ~::r 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 0-11,0" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION t) Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety lnfonnation, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 0 a:: 'I' 0 -::c () 0 0.. 0 I- 8 6-4-8 1 dimensions shown In ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2.J WEBS C7-l! CS-7 CS-6 BOTTOM CHORDS 7 6 5 0 a:: 0 ::c 0 0.. 0 I- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907. ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiT ek® All Rights Reserved --,ill' MiTeke MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 £ General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-l>racing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. 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 ANSVTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects. equal to or better than that specified. 13. Top chords must be sheathed or pur1ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front. back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. { City of Carlsbad CERTIFICATION OF SCHOOL FEES PAID 8-34 Development Services Building Department 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Building Permit Plan Check Number: Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type LARSON ADU Project ID: CT/MS: PC2022-0048 2833 ELMWOOD ST 156-231-31-00 LARSON FAMILY TRUST 696 SF DETACHED ADU ADU Residential: 1 "' '""' __ 1 __ N_E_W_D_W_E_LL_I_N_G_U_N_IT ...... (S~).__ ______________ _ Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: 696 Square Feet of Living Area in SOU -------------------------------- Residential Additions: Net Square Feet New Area -------'--------------------------- Commercial/Industrial: Net Square Feet New Area ------'--------------------------- City Certification of Applicant Information: SHAY GLASS Date 5/17/23 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD 1K] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) Encinitas Union School District- By appointment only 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) 0 Vista Unified School District O San Marcos Unified School District 1234 Arcadia Drive 2 5 5 P i c o A v e S t e . 1 O O Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact:Katherine Marcelja(ByAppt. Only) LJ San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 X 5514) Certification of ApplicanUOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: B-34 Page 1 of 2 Rev. 05/22 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER B-34 Page 2 of 2 CARLSBAD UNIFIED SCHOOL DISTRICT 622§ EL CAMINO REAL CARLS~A 92009 5hm3 • A Rev. 05/22 C cityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: J... a.rs°"' fl p V BP No.: PropertyAddress/APN: ). g St E lrVtwtrtJd $tree..¾-/ /S:-6-231 -·3/ -(){J Applicant Name/Co.: 7 e.,~ l4o ~; £ 1 Applicant Address: p {). gW t 9 ~. C.. a.-<l.s bJ I Ca.,, qz_.o I ~ Contact Phone: tbO-5 I~ -1 t6i .,, Contact Em~I: se.¼~oevt }j@jmo..: l. ("CIW\ Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 <S "--'\-L i-J--v ~ I ~ Contact Phone: 7 bo-~, ~-9 £ 6 8 Date: lo /4 /z_ z_ Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown _______ _ Construction Type ~ Residential ;81 New construction □ Additions and alterations: □ BPV < $60,000 □ BPV ~ $60,000 □ Electrical service panel upgrade only □ BPV ~ $200,000 0 Nonl'9Sldentlal □ New construction □ Alterations: □ BPV ~ $200,000 or additions ~ 1,000 square feet □ BPV ~ $1 ,000,000 □ ~ 2,000 sq. ft. new roof addition Checklist Item Complete Sectlon(s) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 18, 2B, *Includes detached, newly constructed ADU 4A*, 3B,4A N/A N/A All residential additions and alterations 1A,4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 1B, 5 18, 28, 5 Building alterations of~ 75% existing gross floor area 28,5 1 B also applies if BPV ~ $200,000 Check 1he appropriate boJC8S, explai1 all not applcable and exception Items, and provide supporting calcula1ions and doaJmentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. D Residential addition or alteration 2:$60,000 building pennitvaluation. D N/A _________ _ Details of selection chosen below must be placed on the plans referencing CMC 18.30.190. D Exception: Home energy score ;2: 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Ductsealing D Attic insulation □Cool roof D Attic insulation D 1978 and later Select one option: D Lighting package D Water heating Package D Between1978and1991 Select one option: D Ductsealing □ Attic insulation □Coolroof D 1992 and later Select one option: D Lighting package D Water heating package Updated 4/16/2021 3 {_ City of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov I'm applying for: □ Grading Permit Project Name: L~ ~U Address: ;2..~;33 t='!,t\w: 5-r. 11!1 Building Permit □ Right-of-way permit □ Other Project ID: Ft:.2DU.• ocrl8 DWG #/CB#--..----- APN (5:4--z.-,(. ~l-oc Disturbed Area: '11 I, Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP (Check applicable criteria and circle the corresponding SWPPP Tier Level, then ao to section 2) Tier Level Exempt -No Threat Project Assessment Criteria My project is in a category of permit types exempt from City Construction SW PPP requirements. Provided no significant grading proposed, pursuant to Table1 , section 3.2.2 of Storm Water Standards, the !allowing permits .. a~e .. exempt from .. ~WPPP .. requiremen,ts: ..................................... :-........................................................................................... ; Exempt : ► Electrical : ► Patio i ► Mobile Home j ► Plumbing i ► Spa (Factory-Made) i j ... ► .... f ire .. Sprinkler ..... 1 .. ► ..... Mechanica1 .. J ... ► ...... Re-Roofi ~.; ; ► ....... Sign .................. j ... ► ........ Roof-Mounted .. Solar.Array .... ! Tier 3-Significant Threat Assessment Criteria -(See Construction General Permit (CGP) Section 1.B)* 0 My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, 0 My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface or, 0 My Project is associated with construction activity related to residential, commercial , or industrial Tier 3 development on lands currently used for agriculture; or □ My project is associated with construction activity associated with Linear Underground/overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. 0 Other per CGP Tier 2-Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: □ Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, 0 Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: Tier 2 • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 throuQh Apr. 30). Tier 1-Low Threat Assessment Criteria Q9... My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt g permit type per above and the project meets one or more of the following criteria: Tier 1 • results in some soil disturbance; and/or • includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpilinQ, vehicle fuelina, waste stockpiling) • Items hsted are excerpt from CGP. CGP governs cntena for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Page 1 of 2 Rev. 04/22 SWPPP Section 2: Determination of Project's Construction Threat Level Tier (Check applicable criteria under the Tier Level as determined in section 1, circle Construction Level the corresponding Construction Threat Level, then complete the Threat Level signature block below) Exempt -Not Applicable -Exempt Tier 3 -High Construction Threat Assessment Criteria: M~ Project meets one or more of the following: □ Project site is 50 acres or more and grading will occur during the rainy season □ Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High □ Soil at site is moderately to highly erosive (defined as having a predominance of soils Tier 3 with USDA-NRCS Erosion factors kf greater than or equal to 0.4) □ Site slope is 5 to 1 or steeper □ Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30). □ Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 -Medium Construction Threat Assessment Criteria Medium □ All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 -High Construction Threat Assessment Criteria: M~ Project meets one or more of the following: □ Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA 0 Soil at site is moderately to highly erosive {defined as having a predominance of soils High with USDA-NRCS Erosion factors kt greater than or equal to 0.4) Tier2 □ Site slope is 5 to 1 or steeper □ Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1-Apr. 30). D Owner/contractor received a Storm Water Notice of Violation within past two years □ Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 -Medium Construction Threat Assessment Criteria Medium □ My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier 1 -Medium Construction Threat Assessment Criteria: M~ Project meets one or more of the following: □ Owner/contractor received a Storm Water Notice of Violation within past two years (::-Medium) lei Site results in 500 sq. ft. or more of soil disturbance Tier 1 □ Construction will be initiated during the rainy season or will extend into the rainy season (Oct.1-April 30) Tier 1 -Low Construction Threat Assessment Criteria Low □ My project does not meet Tier 1 Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropnate lier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Title: City Concurrence: Yes No (For City Use Only) Date: By: Date: Project ID: E-32 Page 2 of 2 Rev. 04/22