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HomeMy WebLinkAboutLA215152 - 17912 Eclipse Ave - Permit PackRESIDENTIAL BUILDING PERMIT APPLICATION CITY OF LAKEVILLE BUILDING INSPECTIONS DEPARTMENT 20195 HOLYOKE AVENUE LAKEVILLE, MN 55044 952-985-4440 Office Use Only __________________ Permit Number ___________________ Received By ___________________ Date Received ___________________ Fee Total SITE ADDRESS: MAILING ADDRESS: CITY: STATE: ZIP: JOB DESCRIPTION:__________________________________ MASTER PLAN: (Number or Address)____________________ LIST OTHER STRUCTURES ON PROPERTY:_______________________________________________________________ ESTIMATED VALUATION: PROPOSED START DATE: END DATE: (New Residential Only): LEGAL DESCRIPTION: LOT: _____ BLOCK: _____ SUBDIVISION: APPLICANT IS: RESIDENT OWNER CONTRACTOR EMAIL NEW MODEL HOME: YES NO (IF YES – ADMINISTRATIVE PERMIT REQUIRED) PLEASE FILL OUT THE FOLLOWING COMPLETELY (All Contractor information must be as listed on State License) RESIDENT OWNER NAME:_______________________________________________________________________________ HOME PHONE #:_____________________________ CELL PHONE:___________________________ GENERAL CONTRACTOR Homeowner Contractor CONTRACTOR:_______________________________________________________________________ LICENSE #:BC______________ LEAD CERTIFICATE#_______________ (PRE 1978 STRUCTURE) OFFICE PHONE #:_____________________________ CELL PHONE:___________________________ ADDRESS:____________________________ CITY:________________ ST:______ ZIP:____________ PLUMBING WORK Homeowner Contractor CONTRACTOR:__________________________________________LICENSE #: PM______________ OFFICE PHONE #:_____________________________ CELL PHONE:___________________________ ADDRESS:____________________________ CITY:________________ ST:______ ZIP:____________ MECHANICAL WORK Homeowner Contractor CONTRACTOR:________________________________________ _______________________________ _____________________________ CELL PHONE:___________________________ ADDRESS:____________________________ CITY:________________ ST:______ ZIP:____________ BOND #:_______________________________________ EXPIRATION DATE____________________ SEWER/WATER CONTRACTOR New Construction Only NAME:________________________________________________ ______________________________ _____________________________ CELL PHONE:______________________________ BOND #:_______________________________________ EXPIRATION DATE____________________ NAME OF APPLICANT (Please Print)DATE I HEREBY APPLY FOR PERMIT AND ACKNOWLEDGE THAT ALL INFORMATION ON THIS APPLICATION IS COMPLETE AND ACCURATE. THIS IS NOT A PERMIT AND WORK IS NOT TO COMMENCE UNTIL SUCH TIME A PERMIT IS ISSUED. ALL WORK WILL COMPLY WITH LAKEVILLE CITY CODE, THE MINNESOTA STATE BUILDING CODE, AND THE APPROVED PLANS. INTEREST EARNINGS ON ESCROW ACCOUNTS, IF ANY, WILL BE RETAINED BY THE CITY TO OFFSET THE ADMINISTRATIVE COSTS ASSOCIATED WITH PROCESSING THE ESCROW APPLICATION AND REFUND. OFFICE PHONE #:_ OFFICE PHONE #:_ *Entering your name affirms your intent to comply with the statement above. * Submit Application To: permits@lakevillemn.gov RESIDENTIAL BUILDING PERMIT APPLICATION PAGE 2 OFFICE USE ONLY BUILDING PERMIT TYPE REQUIRED INSPECTIONS SINGLE FAMILY DWELLING BUILDING DUPLEX AS BUILT TOWNHOUSE UNITS BUILDING FINAL DETACHED TOWN HOUSE UNIT CONDO REROOF RESIDE RES ADDN/REPAIR/RMDL DECK PORCH GARAGES LOWER LEVEL FINISH ADDITION FOUNDATION ONLY MISCELLANEOUS DEMO APPROVED BY: BUILDING INSPECTOR: Date: PLUMBING/MECHANICAL INSPECTOR: Date: COMMENTS: CITY BUILDING VALUATION: $ BUILDING PERMIT FEES $PERMIT FEE $PLAN CHECK $SURCHARGE $METRO SAC $CITY WATER HOOKUP UNIT $CITY SEWER HOOKUP UNIT $LANDSCAPE ESCROW $TREE ESCROW $MISC ESCROW $PLUMBING $MECHANICAL $SEWER WATER WATER METER PRESSURE REDUCING VALVE $OTHER $TOTAL METER SIZE PRESSURE REDUCING VALVE SEWER/WATER SEWER/WATER FINAL STREET DRAINTILE BUILDING INFORMATION TYPE OF CONSTRUCTION ZONING CODE EDITION FIRE SUPPRESSION SYSTEM OCCUPANCY GROUP MECHANICAL AIR TEST FINAL ROUGH-IN PLUMBING FINAL ROUGH-IN INSULATION LATH DECK FOOTING FIREPLACE FOOTING FOUNDATION FRAMING PORCH FRAMING PORCH FOOTING POURED WALL SITE LOWER LEVEL FINAL OTHER DECK FRAMING LOWER LEVEL FRAMING LANDSCAPING DECK FINAL $ $ ACCESSORY BUILDING EGRESS WINDOW UNDERGROUND Secure door closed until deck isconstructed with a separate permit.Concept Approval ONLYSubject to Field InspectionInspectorDate2020MN BldgCode07/07/2023dmathews 555555UFER Ground-Provide 20' Rebar in footing and stubup near electrical service panel. -Min. 15" clearance to anyobstruction from center ofW.C., 24" in front(typ).5555 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. 321603-A My license renewal date for the state of Minnesota is June 30, 2024. Pages or sheets covered by this seal: I54482713 thru I54482742 Garcia, Juan September 30,2022 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Villaume Industries. Re: Roof IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Information contained in the title bar and the customer's file identifier, including any job name, description, or project location, are for reference purposes only, and were not taken into account by MiTek or TRENCO in the preparation of these designs. Neither MiTek nor TRENCO have independentlyverified 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. 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x4 =2x3 =3x4 =5x5 =3x6 =3x4 =2x3 =4x4 1 16 17 9 18 819 7 20 21 62 53 4 1-2-8 -1-2-8 6-9-9 14-0-0 6-9-9 20-9-9 7-2-7 28-0-0 7-2-7 7-2-7 8-3-3 18-1-9 9-10-7 9-10-7 9-10-7 28-0-010-5-140-4-79-8-7Scale = 1:64.2 Plate Offsets (X, Y):[2:0-2-7,0-2-1], [6:0-2-7,0-2-1], [7:0-1-12,0-1-8], [9:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL)-0.32 7-12 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.84 Vert(CT)-0.58 7-12 >579 180 BCLL 0.0*Rep Stress Incr YES WB 0.47 Horz(CT)0.06 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 97 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (size)2=0-5-8, 6=0-5-8 Max Horiz 2=181 (LC 7) Max Uplift 2=-74 (LC 8), 6=-53 (LC 9) Max Grav 2=1706 (LC 15), 6=1609 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/60, 2-3=-2275/101, 3-4=-2071/147, 4-5=-2078/150, 5-6=-2282/104 BOT CHORD 2-9=-118/1944, 7-9=0/1267, 6-7=-37/1827 WEBS 4-7=-87/990, 5-7=-612/207, 4-9=-84/979, 3-9=-606/206 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 6 and 74 lb uplift at joint 2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482713A1Common11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:22 Page: 1 ID:n7z6Bfi7VhzWKIBsfLjONpyZ36h-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x4 =2x3 =3x4 =5x5 =3x6 =3x4 =2x3 =4x4 1 7 17 18 10 19 920 8 21 22 2 6 3 5 4 1-2-8 -1-2-8 1-2-8 29-2-8 6-9-9 20-9-9 6-9-9 14-0-0 7-2-7 7-2-7 7-2-7 28-0-0 8-3-3 18-1-9 9-10-7 9-10-7 9-10-7 28-0-010-5-140-4-79-8-7Scale = 1:64.2 Plate Offsets (X, Y):[2:0-2-7,0-2-1], [6:0-2-7,0-2-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL)-0.30 10-16 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.82 Vert(CT)-0.56 10-16 >604 180 BCLL 0.0*Rep Stress Incr YES WB 0.46 Horz(CT)0.06 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 99 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (size)2=0-5-8, 6=0-5-8 Max Horiz 2=-186 (LC 6) Max Uplift 2=-73 (LC 8), 6=-73 (LC 9) Max Grav 2=1704 (LC 15), 6=1704 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/60, 2-3=-2272/101, 3-4=-2069/147, 4-5=-2069/147, 5-6=-2272/101, 6-7=0/60 BOT CHORD 2-10=-108/1949, 8-10=0/1272, 6-8=-4/1826 WEBS 5-8=-606/206, 4-10=-84/980, 3-10=-606/206, 4-8=-84/980 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 6 and 73 lb uplift at joint 2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482714A2Common61321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:24 Page: 1 ID:yE7GVQr0v3Ly9_Wzo9PzK7yZ36W-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =5x5 =2x3 =2x3 =3x6 =3x6 =3x4 =3x6 =4x8 =3x6 =3x6 =3x4 =3x6 =3x6 =2x3 =2x3 =5x5 1 1125262728142930131231323334 2 10 3 35 3615 1637 38 17 1839 40 9 4 8 75 6 1-2-8 -1-2-8 1-2-8 29-2-8 2-3-11 28-0-0 2-3-11 2-3-11 4-10-12 7-2-7 4-10-12 25-8-5 6-9-9 20-9-9 6-9-9 14-0-0 8-3-3 18-1-9 9-10-7 9-10-7 9-10-7 28-0-010-5-140-4-79-8-7Scale = 1:70.2 Plate Offsets (X, Y):[2:0-0-13,Edge], [10:0-0-13,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL)-0.17 14-24 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.90 Vert(CT)-0.37 14-24 >918 180 BCLL 0.0*Rep Stress Incr NO WB 0.84 Horz(CT)0.10 10 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 126 lb FT = 20% LUMBER TOP CHORD 2x4 SPF 1650F 1.5E *Except* 5-1,7-11:2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except*12-8,14-6,14-4,12-6:2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 10=0-5-8 Max Horiz 2=-186 (LC 6) Max Uplift 2=-97 (LC 8), 10=-97 (LC 9) Max Grav 2=1935 (LC 1), 10=1932 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/60, 2-3=-2972/137, 3-4=-2429/119, 4-6=-2205/164, 6-8=-2204/162, 8-9=-2428/117, 9-10=-2968/140, 10-11=0/60 BOT CHORD 2-14=-167/2455, 12-14=-35/1863, 10-12=-57/2454 WEBS 12-18=-652/203, 8-18=-540/197, 14-16=-81/820, 6-16=-90/944, 4-15=-541/198, 14-15=-653/205, 6-17=-89/940, 12-17=-80/820, 3-15=-512/46, 15-16=-481/52, 16-17=-550/57, 17-18=-481/53, 9-18=-512/52 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 10 and 97 lb uplift at joint 2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 63 lb up at 2-0-0, and 109 lb down and 63 lb up at 25-11-4 on top chord, and 20 lb down and 2 lb up at 2-0-0, 10 lb down at 4-0-12, 10 lb down at 6-0-12, 10 lb down at 8-0-12, 10 lb down at 10-0-12, 10 lb down at 12-0-12, 10 lb down at 14-0-0, 10 lb down at 15-11-4, 10 lb down at 17-11-4, 10 lb down at 19-11-4, 10 lb down at 21-11-4, and 10 lb down at 23-11-4, and 20 lb down and 2 lb up at 25-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8)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=1.15,Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-6=-90, 6-11=-90, 19-22=-20, 35-36=-30 (F),15-16=-30 (F), 37-38=-30 (F), 17-18=-30 (F),39-40=-30 (F) Concentrated Loads (lb) Vert: 13=0 (B), 12=0 (B), 14=0 (B), 25=2 (B), 26=0 (B), 27=0 (B), 28=0 (B), 29=0 (B), 30=0 (B), 31=0 (B), 32=0 (B), 33=0 (B), 34=2 (B) Job Truss Truss Type Qty Ply Roof I54482715A3Common Girder 1 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:25 Page: 1 ID:YxzZRC0pcN6zq8bfd5fFu4yZ36I-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x8 =2x3 =3x4 =3x6 =4x6 =3x4 =7x8 MTH18 =3x4 MTHNH18 =2x3 =2x4 =7x8 MTH18 =3x4 =3x8 1 25 16 26 15 14 27 13 2 113 1228 29 10 4 17 5 18 968 7 0-8-1 17-4-0 0-8-1 28-4-5 1-2-8 37-2-8 1-2-8 -1-2-8 1-10-12 10-3-5 5-2-2 27-8-4 5-2-2 22-6-2 6-4-10 16-7-15 7-7-11 36-0-0 8-4-9 8-4-9 0-3-8 27-9-4 8-0-12 16-5-5 8-2-12 36-0-0 8-4-9 8-4-9 11-0-7 27-5-1216-1-150-4-70-6-145-9-1211-3-411-3-44-1-415-4-9Scale = 1:86.2 Plate Offsets (X, Y): [2:0-8-0,0-0-10], [5:0-0-12,0-1-8], [6:0-0-11,0-1-2], [6:0-0-11,0-1-2], [7:0-1-3,0-1-12], [7:0-1-3,0-1-12], [8:0-0-11,0-1-2], [8:0-0-11,0-1-2], [9:0-0-12,0-1-8], [10:0-3-8,Edge], [12:0-2-8,Edge], [14:0-4-0,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL)-0.45 13-14 >734 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.73 Vert(CT)-0.79 13-14 >419 180 BCLL 0.0*Rep Stress Incr YES WB 0.90 Horz(CT)-0.03 10 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 194 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 1-4:2x4 SPF 1650F 1.5E BOT CHORD 2x4 DF 2400F 2.0E or 2x4 SP 2400F 2.0E *Except* 12-10:2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 *Except* 3-16,14-3,12-9:2x3 SPF No.2 WEDGE Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 5-14 JOINTS 1 Brace at Jt(s): 18 REACTIONS (size)2=0-5-8, 10=0-5-8, 12=0-5-8 Max Horiz 2=294 (LC 8) Max Uplift 2=-67 (LC 8), 10=-97 (LC 9), 12=-108 (LC 8) Max Grav 2=1761 (LC 15), 10=913 (LC 16), 12=1756 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/60, 2-3=-2402/75, 3-5=-1537/124, 5-7=-622/88, 7-9=-622/88, 9-10=-843/134, 10-11=0/60 BOT CHORD 2-16=-243/2045, 14-16=-243/2045,13-14=0/6, 10-12=-19/567 WEBS 5-18=-841/143, 17-18=-320/167, 9-17=-321/168, 12-13=0/237, 12-17=-50/23, 3-16=0/409, 3-14=-1030/195, 5-14=-161/255, 14-18=-102/611, 12-14=-42/1065, 12-18=-808/134, 9-12=-542/88 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)Attach MiTek MTHNH18 (Half and Half Plate) on each face of truss with MiTek NA11 nails (0.131" x 1.5") in pre-punched holes provided. All nail holes must be filled (6 Nails per side 12 nails total). 5)See HINGE PLATE DETAILS for plate placement. 6)Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 2, 108 lb uplift at joint 12 and 97 lb uplift at joint 10. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482716C1Roof Special 2 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:26 Page: 1 ID:obqF_XmG1q0drLrO7bNAiGyZ3Bm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x6 =3x4 =3x6 =3x4 =3x6 =MT20HS 8x14=2x4 MTH18 =2x4 =3x8 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =4x4 MTHNH18 =3x6 =2x4 =3x8 =3x8 =2x4 =3x8 =3x8 =2x4 =3x8 =3x8 =2x4 =4x8 =6x12 MTH18 =2x6 =2x4 =2x6 =3x4 =3x6 1 71 28 72 73 27 74 2 263460 56 5233355339 57 18 6143 3 32 2524 23 22 21 20 19 17 45 594441 4 16 64473155 15 6249 14 5140 5 37 13 36 6 12 29 7 48 46 42 3830 50 54 58 63 11810 9 0-8-1 28-4-5 0-8-1 17-4-0 1-2-8 37-2-8 1-2-8 -1-2-8 1-10-12 10-3-5 2-7-15 16-7-15 3-8-11 14-0-0 5-2-2 27-8-4 5-2-2 22-6-2 7-7-11 36-0-0 8-4-9 8-4-9 8-2-8 16-7-1 8-4-9 8-4-9 8-6-4 36-0-0 10-10-11 27-5-1216-1-150-4-70-6-145-9-1211-3-411-3-44-1-415-4-9Scale = 1:95.7 Plate Offsets (X, Y): [2:0-6-0,0-0-6], [7:0-0-12,0-1-8], [8:0-0-11,0-1-2], [8:0-0-11,0-1-2], [9:0-1-3,0-1-12], [9:0-1-3,0-1-12], [10:16-4-6,25-1-0], [10:16-4-6,25-1-0], [11:0-0-12,0-1-8], [17:0-3-0,0-0-4], [25:0-6-0,0-2-12], [26:0-4-0,0-1-8], [30:0-2-0,0-1-8], [36:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL)-0.34 26-27 >963 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.77 Vert(CT)-0.64 26-27 >519 180 MT20HS 148/108 BCLL 0.0*Rep Stress Incr NO WB 0.81 Horz(CT)0.01 25 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 282 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 4-1:2x4 DF 2400F 2.0E or 2x4 SP 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E or 2x6 SP 2400F 2.0E *Except* 25-17:2x4 SPF No.2, 27-2:2x4 DF 2400F 2.0E or 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 3-28,25-11,27-3:2x3 SPF No.2 OTHERS 2x3 SPF No.2 WEDGE Right: 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 2-28,27-28,26-27. WEBS 1 Row at midpt 3-27 JOINTS 1 Brace at Jt(s): 30, 31, 32, 33, 42, 51, 54, 56, 57, 62 REACTIONS (size)2=0-5-8, 17=8-5-8, 19=8-5-8, 20=8-5-8, 21=8-5-8, 22=8-5-8, 23=8-5-8, 24=8-5-8, 25=8-5-8, 65=8-5-8 Max Horiz 2=294 (LC 8) Max Uplift 2=-91 (LC 8), 17=-79 (LC 21), 19=-27 (LC 9), 20=-29 (LC 9), 21=-36 (LC 9), 22=-2 (LC 9), 23=-89 (LC 22), 24=-31 (LC 21), 25=-238 (LC 8), 65=-79 (LC 21) Max Grav 2=1897 (LC 15), 17=282 (LC 22), 19=170 (LC 16), 20=173 (LC 22),21=191 (LC 16), 22=88 (LC 16),23=96 (LC 9), 24=18 (LC 8),25=3142 (LC 1), 65=282 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/60, 2-3=-2624/109, 3-5=-1848/139, 5-6=-1487/133, 6-7=-1308/119, 7-9=-664/90, 9-11=-664/90, 11-12=0/236, 12-13=-63/227, 13-14=-115/213, 14-15=-104/218, 15-16=-102/216, 16-17=-103/226, 17-18=0/60 BOT CHORD 2-28=-268/2221, 26-28=-268/2221, 24-25=-178/54, 23-24=-173/57, 22-23=-173/57, 21-22=-173/57, 20-21=-173/57, 19-20=-173/57, 17-19=-173/57 Job Truss Truss Type Qty Ply Roof I54482717C2Roof Special Structural Gable 1 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:27 Page: 1 ID:q6goN5Su_ksGsJEsZWr?AtyZ38J-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. WEBS 7-48=-887/136, 46-48=-887/136,42-46=-887/136, 38-42=-887/136, 30-38=-887/136, 30-50=0/565, 50-54=0/565, 54-58=0/565, 29-58=0/518, 29-63=0/535, 11-63=0/585, 26-34=0/549, 25-34=-20/803, 25-29=-378/38, 3-28=0/418, 25-64=-854/171, 62-64=-802/169, 11-62=-800/160, 3-27=-928/155, 27-31=-52/230, 7-31=-138/224, 27-33=-62/830, 33-53=-58/945, 53-57=-58/966, 57-61=-59/968, 25-61=-56/933, 30-36=-1505/125, 36-51=-1432/129, 51-55=-1384/122, 55-59=-1408/125, 25-59=-1334/117, 27-32=-64/892, 32-44=-68/931, 41-44=-60/873, 40-41=-65/931, 37-40=-73/1014, 30-37=-67/979, 5-49=-281/86, 31-49=-201/46, 31-47=-249/73, 45-47=-259/77, 32-45=-279/77, 32-43=-284/75, 39-43=-326/80, 35-39=-274/75, 33-35=-325/72, 33-52=-434/72, 52-56=-444/73, 56-60=-463/74, 34-60=-457/74, 35-36=-104/0, 37-38=-7/49, 39-40=-10/93, 41-42=-81/6, 43-44=-74/9, 45-46=-44/2, 47-48=-18/7, 6-49=-72/163, 50-51=-22/8, 51-53=-63/2, 52-53=-18/1, 54-55=-77/8, 55-57=-40/4, 56-57=-34/2, 58-59=-18/201, 59-61=-6/89, 60-61=-4/17, 62-63=-15/33, 24-64=-5/61, 12-23=-81/125, 13-22=-36/17, 14-21=-147/52, 15-20=-132/45, 16-19=-112/41 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 2x3 MT20 unless otherwise indicated. 6)Attach MiTek MTHNH18 (Half and Half Plate) on each face of truss with MiTek NA11 nails (0.131" x 1.5") in pre-punched holes provided. All nail holes must be filled (6 Nails per side 12 nails total). 7)See HINGE PLATE DETAILS for plate placement. 8)Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 lb uplift at joint 25, 79 lb uplift at joint 17, 91 lb uplift at joint 2, 31 lb uplift at joint 24, 89 lb uplift at joint 23, 2 lb uplift at joint 22, 36 lb uplift at joint 21, 29 lb uplift at joint 20, 27 lb uplift at joint 19 and 79 lb uplift at joint 17. 13)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)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=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-90, 5-6=-141 (F=-51), 6-9=-96 (F=-6),46-48=-45 (F), 42-46=-45 (F), 38-42=-45 (F), 30-38=-45 (F), 30-50=-45 (F), 50-54=-45 (F), 54-58=-45 (F), 29-58=-45 (F), 29-63=-45 (F), 68-73=-20, 73-74=-26 (F=-6), 26-74=-106 (F=-86), 25-67=-26 (F=-6), 65-67=-20, 9-66=-96 (F=-6), 18-66=-90 Job Truss Truss Type Qty Ply Roof I54482717C2Roof Special Structural Gable 1 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:27 Page: 2 ID:q6goN5Su_ksGsJEsZWr?AtyZ38J-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 5.6612 =3x4 1 4 2 3 1-8-8 -1-8-8 2-8-7 2-8-7 2-8-72-4-130-4-71-7-120-11-40-6-01-3-21-9-2Scale = 1:21.5 Plate Offsets (X, Y):[2:0-0-2,0-0-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL)0.00 4-7 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT)0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (size)2=0-7-6, 3= Mechanical, 4= Mechanical Max Horiz 2=56 (LC 8) Max Uplift 2=-41 (LC 8), 3=-20 (LC 8) Max Grav 2=349 (LC 1), 3=76 (LC 1), 4=43 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66, 2-3=-49/119 BOT CHORD 2-4=-122/33 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 3 and 41 lb uplift at joint 2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482718CT1Corner Jack 2 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:28 Page: 1 ID:188pi1cf6xMdIkc_VYut8UyYpzB-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x4 =2x3 =2x3 =2x4 =2x4 1 6 5 2 3 4 1-2-8 -1-2-8 3-11-8 3-11-8 3-11-83-9-90-4-73-0-2Scale = 1:29 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(CT)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.04 Horz(CT)0.00 2 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=3-11-8, 5=3-11-8, 6=3-11-8, 7=3-11-8 Max Horiz 2=83 (LC 7), 7=83 (LC 7) Max Uplift 2=-13 (LC 8), 6=-32 (LC 8), 7=-13 (LC 8) Max Grav 2=266 (LC 1), 5=84 (LC 3), 6=251 (LC 1), 7=266 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/60, 2-3=-63/75, 3-4=-65/22, 4-5=-26/21 BOT CHORD 2-6=-46/26, 5-6=-26/20 WEBS 3-6=-199/59 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 2, 32 lb uplift at joint 6 and 13 lb uplift at joint 2. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482719D1Monopitch Supported Gable 1 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:28 Page: 1 ID:KDX1ccUOSs525Cr3wRjXkNyYpzL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 412 =3x4 =2x3 =2x4 3 1 2 0-1-4 2-10-0 0-1-8 2-11-8 2-8-12 2-8-12 0-3-8 0-3-8 2-6-8 2-10-00-3-151-3-41-3-12Scale = 1:26.8 Plate Offsets (X, Y):[2:0-2-15,0-0-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL)-0.01 3-6 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(CT)-0.01 3-6 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.02 Horz(CT)0.00 1 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MP Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-3-0, 2=0-1-8 Max Horiz 1=26 (LC 4) Max Uplift 1=-7 (LC 4), 2=-16 (LC 4) Max Grav 1=150 (LC 1), 2=150 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-87/26 BOT CHORD 1-3=-11/73 WEBS 2-3=0/50 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 5)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 16 lb uplift at joint 2 and 7 lb uplift at joint 1. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482720E1Monopitch11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:29 Page: 1 ID:VW7vDx?Ita3jI3oNa1?97xyYpzz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 412 =4x4 =2x3 =2x4 1 4 2 3 0-1-4 2-10-0 0-1-8 2-11-8 2-5-0 -2-5-0 2-8-12 2-8-12 0-3-8 0-3-8 2-6-8 2-10-02-1-30-3-151-3-41-3-12Scale = 1:27.1 Plate Offsets (X, Y):[2:0-1-6,Edge], [3:0-2-15,0-0-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)0.00 4-7 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT)0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.01 Horz(CT)0.00 2 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-0, 3=0-1-8 Max Horiz 2=57 (LC 4) Max Uplift 2=-115 (LC 4) Max Grav 2=464 (LC 1), 3=60 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/69, 2-3=-104/203 BOT CHORD 2-4=-217/98 WEBS 3-4=0/38 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 115 lb uplift at joint 2. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482721E2Monopitch31321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:29 Page: 1 ID:VFbUe6oduMw8lR?64zBAxLyYq_E-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 412 =4x4 =2x3 =2x4 1 4 2 3 0-1-4 2-10-0 0-1-8 2-11-8 2-5-0 -2-5-0 2-8-12 2-8-12 0-3-8 0-3-8 2-6-8 2-10-02-1-30-3-151-3-41-3-12Scale = 1:27.1 Plate Offsets (X, Y):[2:0-1-6,Edge], [3:0-2-15,0-0-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)0.00 4-7 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT)0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.01 Horz(CT)0.00 2 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-0, 3=0-1-8 Max Horiz 2=57 (LC 4) Max Uplift 2=-115 (LC 4) Max Grav 2=464 (LC 1), 3=60 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/69, 2-3=-104/203 BOT CHORD 2-4=-217/98 WEBS 3-4=0/38 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)Gable studs spaced at 1-4-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection (by others) of truss tobearing plate at joint(s) 3. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 2. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482722E3Monopitch11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:29 Page: 1 ID:GF1fBEUJ?MeqeS?6ZVj3tsyYq_e-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =6x6 =4x4 =2x3 =3x4 =4x8 =3x6 =3x4 =2x3 =4x4 =6x6 1 11 10 9 82 73 64 5 1-10-8 -1-10-8 6-9-0 15-0-0 6-9-0 21-9-0 8-3-0 30-0-0 8-3-0 8-3-0 9-10-5 19-11-3 10-0-13 10-0-13 10-0-13 30-0-08-9-30-8-38-2-3Scale = 1:56.8 Plate Offsets (X, Y):[2:Edge,0-2-13], [8:Edge,0-2-13], [9:0-1-12,0-1-8], [11:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL)-0.17 9-11 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.82 Vert(CT)-0.37 9-11 >985 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT)0.08 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 102 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 2-0-0, Right 2x4 SPFNo.2 -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=116 (LC 12) Max Uplift 2=-97 (LC 8), 8=-65 (LC 9) Max Grav 2=1824 (LC 1), 8=1645 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75, 2-4=-2647/115, 4-5=-2419/154, 5-6=-2440/159, 6-8=-2548/121 BOT CHORD 2-11=-214/2256, 9-11=-6/1574, 8-9=-174/2279 WEBS 5-9=-83/942, 6-9=-635/197, 5-11=-77/912, 4-11=-619/194 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 8 and 97 lb uplift at joint 2. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482723G1Common91321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:30 Page: 1 ID:XyksFOFahCLj?xGa1kc9K8yYpha-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =6x6 =4x4 =2x3 =3x4 =4x8 =3x6 =3x4 =2x3 =4x6 =6x8 1 11 10 9 2 8 3 7 64 5 1-10-8 -1-10-8 6-9-0 15-0-0 6-9-0 21-9-0 7-9-8 29-6-8 8-3-0 8-3-0 9-7-5 29-6-8 9-10-5 19-11-3 10-0-13 10-0-138-9-30-8-30-10-158-2-3Scale = 1:57.9 Plate Offsets (X, Y):[2:Edge,0-2-13], [11:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL)-0.21 9-11 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.94 Vert(CT)-0.43 9-11 >824 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT)0.12 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 108 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 5-8:2x4 DF 2400F 2.0E or 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 2-0-0, Right 2x6 SPF 1650F 1.5E -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (size)2=0-5-8, 8= Mechanical Max Horiz 2=120 (LC 8) Max Uplift 2=-97 (LC 8), 8=-62 (LC 9) Max Grav 2=1799 (LC 1), 8=1619 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75, 2-4=-2598/115, 4-5=-2369/153, 5-6=-2296/153, 6-8=-2514/115 BOT CHORD 2-11=-217/2212, 9-11=-10/1525, 8-9=-127/2126 WEBS 6-9=-565/192, 5-11=-76/915, 4-11=-615/193, 5-9=-77/831 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 8 and 97 lb uplift at joint 2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482724G2Common31321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:30 Page: 1 ID:j4v0Y8OU6bk9qdciAYJkGSyYphP-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =6x6 =4x4 =2x3 =3x6 =3x4 =4x8 =3x6 =3x4 =2x3 =4x6 =6x8 NAILED 1 12 11 10 21 2 9 3 8 74 5 6 1-10-8 -1-10-8 6-9-0 15-0-0 6-9-0 21-9-0 7-9-8 29-6-8 8-3-0 8-3-0 9-7-5 29-6-8 9-10-5 19-11-3 10-0-13 10-0-138-9-30-8-30-10-158-2-3Scale = 1:57.9 Plate Offsets (X, Y):[2:Edge,0-2-13], [12:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL)-0.19 10-12 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.90 Vert(CT)-0.41 10-12 >861 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT)0.11 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 108 lb FT = 20% LUMBER TOP CHORD 2x4 SPF 1650F 1.5E *Except* 6-9:2x4 DF 2400F 2.0E or 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF 1650F 1.5E *Except* 11-2:2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 2-0-0, Right 2x6 SPF 1650F 1.5E -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 9= Mechanical Max Horiz 2=120 (LC 27) Max Uplift 2=-98 (LC 8), 9=-81 (LC 9) Max Grav 2=1801 (LC 1), 9=1666 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75, 2-4=-2602/117, 4-6=-2374/155, 6-7=-2310/158, 7-9=-2527/120 BOT CHORD 2-12=-216/2216, 10-12=-12/1530, 9-10=-139/2140 WEBS 7-10=-572/194, 6-12=-77/914, 4-12=-616/194, 6-10=-82/843 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 9 and 98 lb uplift at joint 2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"NAILED" indicates Girder: 3-12d (0.148" x 3.25") toe- nails per NDS guidelines. 8)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=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-6=-90, 6-9=-90, 13-17=-20 Concentrated Loads (lb) Vert: 21=-49 (F) Job Truss Truss Type Qty Ply Roof I54482725G3Common Girder 1 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:31 Page: 1 ID:nyJhiHZuaCd17xGaYB4GNdyYphA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =6x6 =4x4 =2x3 =3x4 =4x8 =3x6 =3x4 =2x3 =4x4 =6x6 91 12 11 10 2 8 3 7 4 6 5 1-10-8 -1-10-8 1-10-8 31-10-8 6-9-0 15-0-0 6-9-0 21-9-0 8-3-0 8-3-0 8-3-0 30-0-0 9-10-5 19-11-3 10-0-13 30-0-0 10-0-13 10-0-138-9-30-8-38-2-3Scale = 1:59.4 Plate Offsets (X, Y):[2:Edge,0-2-13], [8:Edge,0-2-13], [10:0-1-12,0-1-8], [12:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL)-0.19 10-12 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.81 Vert(CT)-0.39 10-12 >920 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT)0.09 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 104 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 2-0-0, Right 2x4 SPFNo.2 -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=-105 (LC 9) Max Uplift 2=-96 (LC 8), 8=-96 (LC 9) Max Grav 2=1819 (LC 1), 8=1819 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75, 2-4=-2637/115, 4-5=-2409/153, 5-6=-2409/153, 6-8=-2637/115, 8-9=0/75 BOT CHORD 2-12=-205/2247, 10-12=0/1563, 8-10=-123/2247 WEBS 5-10=-77/913, 5-12=-77/913, 6-10=-619/194, 4-12=-619/194 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 8 and 96 lb uplift at joint 2. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482726G4Common21321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:31 Page: 1 ID:uSbcQjj2WBGBAwl4pQpJPMyYpgz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =3x8 =3x4 =4x6 =3x6 =3x4 =3x8 251 45 44 43 42 41 40 39 38 37 36 35 3433 32 31 30 29 28 27 26 2 24 3 23 224 5 21 206 7 19 8 18 9 17 10 16 11 15 12 14 13 1-10-8 -1-10-8 1-10-8 31-10-8 15-0-0 15-0-0 15-0-0 30-0-0 30-0-08-9-30-8-38-2-3Scale = 1:59.7 Plate Offsets (X, Y):[2:0-4-1,0-0-2], [24:0-4-1,0-0-2] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT)0.01 24 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 151 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 2-0-0, Right 2x4 SPFNo.2 -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=30-0-0, 24=30-0-0, 26=30-0-0, 27=30-0-0, 28=30-0-0, 29=30-0-0, 30=30-0-0, 31=30-0-0, 32=30-0-0, 34=30-0-0, 35=30-0-0, 36=30-0-0, 37=30-0-0, 38=30-0-0, 39=30-0-0, 40=30-0-0, 41=30-0-0, 42=30-0-0, 43=30-0-0, 44=30-0-0, 45=30-0-0, 46=30-0-0, 50=30-0-0 Max Horiz 2=-105 (LC 9), 50=-105 (LC 9) Max Uplift 2=-24 (LC 4), 24=-12 (LC 9), 26=-45 (LC 9), 27=-11 (LC 9), 28=-22 (LC 9), 29=-21 (LC 9), 30=-21 (LC 9), 31=-20 (LC 9), 32=-21 (LC 9), 34=-26 (LC 9), 35=-5 (LC 9), 37=-9 (LC 8), 38=-25 (LC 8), 39=-21 (LC 8), 40=-21 (LC 8), 41=-21 (LC 8), 42=-20 (LC 8), 43=-23 (LC 8), 44=-7 (LC 8), 45=-54 (LC 8), 46=-12 (LC 9), 50=-24 (LC 4) Max Grav 2=385 (LC 1), 24=385 (LC 1), 26=219 (LC 22), 27=121 (LC 1), 28=152 (LC 22), 29=146 (LC 1), 30=147 (LC 22), 31=147 (LC 1), 32=147 (LC 1), 34=149 (LC 22), 35=149 (LC 22), 36=146 (LC 18), 37=149 (LC 21), 38=149 (LC 21), 39=147 (LC 1), 40=147 (LC 1), 41=147 (LC 21), 42=146 (LC 1), 43=152 (LC 21), 44=121 (LC 1), 45=219 (LC 21), 46=385 (LC 1), 50=385 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75, 2-4=-104/130, 4-5=-90/54, 5-6=-75/66, 6-7=-64/78, 7-8=-58/90, 8-9=-53/102, 9-10=-48/114, 10-11=-48/126, 11-12=-49/140, 12-13=-49/145,13-14=-49/141, 14-15=-49/127,15-16=-48/103, 16-17=-48/82, 17-18=-48/61,18-19=-48/49, 19-20=-48/36, 20-21=-47/24,21-22=-59/13, 22-24=-72/130, 24-25=0/75 BOT CHORD 2-45=-9/100, 44-45=-9/100, 43-44=-9/100, 42-43=-9/100, 41-42=-9/100, 40-41=-9/100, 39-40=-9/100, 38-39=-9/100, 37-38=-9/100, 36-37=-9/100, 35-36=-9/100, 34-35=-9/100, 32-34=-9/100, 31-32=-9/100, 30-31=-9/100, 29-30=-9/100, 28-29=-9/100, 27-28=-9/100, 26-27=-9/100, 24-26=-9/100 WEBS 13-36=-119/2, 12-37=-122/25, 11-38=-122/41, 10-39=-120/37, 9-40=-120/37, 8-41=-120/37, 7-42=-120/37, 6-43=-122/38, 5-44=-103/24, 4-45=-172/71, 14-35=-122/21, 15-34=-122/42, 16-32=-120/37, 17-31=-120/36, 18-30=-120/37, 19-29=-120/37, 20-28=-122/38, 21-27=-103/27, 22-26=-172/64 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Truss Truss Type Qty Ply Roof I54482727G5Common Supported Gable 1 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:32 Page: 1 ID:yL?HarvS_o93UEPyB4aqWXyYpgk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 8)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 12 lb uplift at joint 24, 24 lb uplift at joint 2, 9 lb uplift at joint 37, 25 lb uplift at joint 38, 21 lb uplift at joint 39, 21 lb uplift at joint 40, 21 lb uplift at joint 41, 20 lb uplift at joint 42, 23 lb uplift at joint 43, 7 lb uplift at joint 44, 54 lb uplift at joint 45, 5 lb uplift at joint 35, 26 lb uplift at joint 34, 21 lb uplift at joint 32, 20 lb uplift at joint 31, 21 lb uplift at joint 30, 21 lb uplift at joint 29, 22 lb uplift at joint 28, 11 lb uplift at joint 27, 45 lb uplift at joint 26, 12 lb uplift at joint 24 and 24 lb uplift at joint 2. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482727G5Common Supported Gable 1 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:32 Page: 2 ID:yL?HarvS_o93UEPyB4aqWXyYpgk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =4x8 =3x4 =2x3 =3x4 =4x8 =3x6 =3x4 =4x4 =3x6 =3x4 1 11 10 9 8 2 3 7 64 5 1-10-8 -1-10-8 6-3-0 28-0-0 6-9-0 15-0-0 6-9-0 21-9-0 8-3-0 8-3-0 8-0-13 28-0-0 9-10-5 19-11-3 10-0-13 10-0-138-9-30-8-31-8-38-2-3Scale = 1:56.6 Plate Offsets (X, Y):[2:0-4-5,Edge], [6:0-1-8,0-1-8], [11:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL)-0.15 9-11 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(CT)-0.34 9-11 >971 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT)0.08 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 104 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 8-7,8-6:2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-8 REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=116 (LC 12) Max Uplift 2=-97 (LC 8), 8=-53 (LC 9) Max Grav 2=1706 (LC 1), 8=1526 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75, 2-4=-2408/115, 4-5=-2180/153, 5-6=-1942/129, 6-7=-243/48, 7-8=-290/64 BOT CHORD 2-11=-211/2045, 9-11=-3/1350, 8-9=-48/1698 WEBS 6-9=-334/176, 5-11=-76/922, 4-11=-624/194, 5-9=-55/582, 6-8=-1958/47 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 2 and 53 lb uplift at joint 8. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482728G6Common11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:32 Page: 1 ID:Rp54M?7lkKQVe?nQFrv2EKyYpgS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =4x8 =3x4 =2x3 =3x4 =4x8 =3x6 =3x4 =4x4 =3x6 =2x6 1 12 11 10 9 2 8 3 7 64 5 1-10-8 -1-10-8 1-10-8 29-10-8 6-3-0 28-0-0 6-9-0 21-9-0 6-9-0 15-0-0 8-3-0 8-3-0 8-0-13 28-0-0 9-10-5 19-11-3 10-0-13 10-0-138-9-30-8-31-8-38-2-3Scale = 1:58.5 Plate Offsets (X, Y):[2:0-4-5,Edge], [6:0-1-8,0-1-8], [9:Edge,0-1-8], [12:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL)-0.15 10-12 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(CT)-0.34 10-12 >974 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT)0.08 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 107 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 9-7,6-9:2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-9 REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=105 (LC 7) Max Uplift 2=-97 (LC 8), 9=-86 (LC 9) Max Grav 2=1700 (LC 1), 9=1715 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75, 2-4=-2394/115, 4-5=-2167/153, 5-6=-1908/126, 6-7=-209/64, 7-8=0/81, 7-9=-478/109 BOT CHORD 2-12=-201/2033, 10-12=0/1338, 9-10=-20/1659 WEBS 6-10=-306/173, 5-12=-75/921, 4-12=-624/194, 5-10=-52/552, 6-9=-1959/27 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 2 and 86 lb uplift at joint 9. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482729G7Common21321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:33 Page: 1 ID:46pdt6GHv0xo4rhkyN7sksyYpgG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =3x8 =3x4 =4x4 =3x6 =3x4 =3x4 =2x4 1 45 44 43 42 41 40 39 38 37 36 35 3433 32 31 30 29 28 27 26 25 2 24 3 23224 215 206 7 19 188 9 17 10 16 11 15 12 14 13 1-10-8 -1-10-8 1-10-8 29-10-8 13-0-0 28-0-0 15-0-0 15-0-0 1-0-0 28-0-0 27-0-0 27-0-08-9-30-8-31-8-38-2-3Scale = 1:60 Plate Offsets (X, Y):[2:0-4-1,0-0-2], [23:0-2-0,0-1-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT)0.00 25 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 146 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=28-0-0, 25=28-0-0, 26=28-0-0, 27=28-0-0, 28=28-0-0, 29=28-0-0, 30=28-0-0, 31=28-0-0, 32=28-0-0, 34=28-0-0, 35=28-0-0, 36=28-0-0, 37=28-0-0, 38=28-0-0, 39=28-0-0, 40=28-0-0, 41=28-0-0, 42=28-0-0, 43=28-0-0, 44=28-0-0, 45=28-0-0, 46=28-0-0 Max Horiz 2=105 (LC 7), 46=105 (LC 7) Max Uplift 2=-26 (LC 4), 25=-22 (LC 5), 26=-100 (LC 18), 27=-26 (LC 9), 28=-20 (LC 9), 29=-21 (LC 9), 30=-21 (LC 9), 31=-20 (LC 9), 32=-21 (LC 9), 34=-26 (LC 9), 35=-6 (LC 9), 37=-9 (LC 8), 38=-25 (LC 8), 39=-21 (LC 8), 40=-21 (LC 8), 41=-21 (LC 8), 42=-20 (LC 8), 43=-23 (LC 8), 44=-8 (LC 8), 45=-54 (LC 8), 46=-26 (LC 4) Max Grav 2=376 (LC 21), 25=413 (LC 1), 26=30 (LC 20), 27=161 (LC 22), 28=146 (LC 1), 29=147 (LC 1), 30=147 (LC 22), 31=147 (LC 1), 32=147 (LC 1), 34=148 (LC 22), 35=152 (LC 22), 36=152 (LC 18), 37=152 (LC 1), 38=148 (LC 21), 39=147 (LC 1), 40=147 (LC 1), 41=147 (LC 21), 42=146 (LC 21), 43=152 (LC 1), 44=120 (LC 21), 45=224 (LC 1), 46=376 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75, 2-4=-102/137, 4-5=-70/52, 5-6=-57/60, 6-7=-50/64, 7-8=-44/75, 8-9=-39/87, 9-10=-34/99, 10-11=-33/111, 11-12=-34/125, 12-13=-35/131, 13-14=-26/127, 14-15=-24/111, 15-16=-21/88, 16-17=-20/75, 17-18=-20/62, 18-19=-20/50, 19-20=-25/46, 20-21=-36/41, 21-22=-48/46, 22-23=-94/10, 23-24=0/80, 23-25=-411/26 BOT CHORD 2-45=-24/71, 44-45=-24/71, 43-44=-24/71, 42-43=-24/71, 41-42=-24/71, 40-41=-24/71, 39-40=-24/71, 38-39=-24/71, 37-38=-24/71, 36-37=-24/71, 35-36=-24/71, 34-35=-24/71, 32-34=-24/71, 31-32=-24/71, 30-31=-24/71, 29-30=-24/71, 28-29=-24/71, 27-28=-24/71, 26-27=-24/71, 25-26=-24/14 WEBS 13-36=-126/5, 12-37=-125/25, 11-38=-122/41, 10-39=-120/37, 9-40=-120/37, 8-41=-120/37, 7-42=-120/37, 6-43=-123/38, 5-44=-103/25, 4-45=-175/70, 14-35=-126/22, 15-34=-121/42, 16-32=-120/37, 17-31=-120/36, 18-30=-120/37, 19-29=-120/37, 20-28=-119/36, 21-27=-135/43, 22-26=-28/91, 23-26=-21/134 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Truss Truss Type Qty Ply Roof I54482730G8Common Supported Gable 1 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:33 Page: 1 ID:8?DH0EShNdqgN9LcK0uNq0yYpg1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 8)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 22 lb uplift at joint 25, 26 lb uplift at joint 2, 9 lb uplift at joint 37, 25 lb uplift at joint 38, 21 lb uplift at joint 39, 21 lb uplift at joint 40, 21 lb uplift at joint 41, 20 lb uplift at joint 42, 23 lb uplift at joint 43, 8 lb uplift at joint 44, 54 lb uplift at joint 45, 6 lb uplift at joint 35, 26 lb uplift at joint 34, 21 lb uplift at joint 32, 20 lb uplift at joint 31, 21 lb uplift at joint 30, 21 lb uplift at joint 29, 20 lb uplift at joint 28, 26 lb uplift at joint 27, 100 lb uplift at joint 26 and 26 lb uplift at joint 2. 9)This truss is designed in accordance with the 2018International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482730G8Common Supported Gable 1 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:33 Page: 2 ID:8?DH0EShNdqgN9LcK0uNq0yYpg1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =4x8 =3x4 =2x3 =3x4 =6x6 =3x6 =3x4 =4x4 =3x8 =4x4 81 12 11 10 9 2 3 7 64 5 1-10-8 -1-10-8 3-10-8 31-10-8 6-3-0 28-0-0 6-9-0 15-0-0 6-9-0 21-9-0 8-3-0 8-3-0 8-0-13 28-0-0 9-10-5 19-11-3 10-0-13 10-0-138-11-60-8-31-8-38-2-3Scale = 1:61.5 Plate Offsets (X, Y):[2:0-4-5,Edge], [5:0-2-8,0-1-12], [6:0-1-8,0-1-8], [7:0-2-0,0-1-12], [12:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL)-0.15 10-12 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(CT)-0.34 10-12 >975 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT)0.07 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 119 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 5-8:2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 9-7:2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-9 REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=99 (LC 7) Max Uplift 2=-96 (LC 8), 9=-122 (LC 9) Max Grav 2=1680 (LC 1), 9=1914 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75, 2-4=-2354/113, 4-5=-2127/151, 5-6=-1828/108, 6-7=-150/128, 7-8=0/162, 7-9=-706/145 BOT CHORD 2-12=-192/1998, 10-12=0/1301, 9-10=0/1561 WEBS 5-12=-74/914, 4-12=-616/192, 6-10=-245/160, 5-10=-38/484, 6-9=-1936/28 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 2 and 122 lb uplift at joint 9. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482731G9Common41321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:34 Page: 1 ID:zQ6_r6k6zhjPehb1AMomGsyYpfg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x4 =5x8 =4x6 =4x4 =2x4 HUS26 HUS26 HUS26 HUS26 1 10 6 5 11 12 2 3 4 1-2-8 -1-2-8 4-0-0 4-0-0 4-7-0 8-7-0 4-0-0 4-0-0 4-7-0 8-7-06-10-90-6-146-3-9Scale = 1:45.5 Plate Offsets (X, Y):[3:0-1-12,0-2-0], [6:0-4-12,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL)-0.05 5-6 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.48 Vert(CT)-0.08 5-6 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.48 Horz(CT)0.01 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MP Weight: 97 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 DF 2400F 2.0E or 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 5=0-7-0 Max Horiz 2=171 (LC 7) Max Uplift 2=-163 (LC 8), 5=-240 (LC 8) Max Grav 2=3223 (LC 1), 5=4264 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/60, 2-3=-4041/176, 3-4=-165/86, 4-5=-166/50 BOT CHORD 2-6=-195/3318, 5-6=-195/3318 WEBS 3-5=-3938/267, 3-6=-135/3899 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-6 2x4 - 2 rows staggered at 0-5-0 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)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2 and 240 lb uplift at joint 5. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-0 from the left end to 8-0-0 to connect truss(es) to back face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 6=-1599 (B), 10=-1646 (B), 11=-1599 (B), 12=-1605 (B) Job Truss Truss Type Qty Ply Roof I54482732H1Monopitch Girder 1 2321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:35 Page: 1 ID:h9I2fzTNbRPlS3mlFfO4EkyYpej-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x4 =2x4 =2x4 1 4 2 3 1-2-8 -1-2-8 1-11-4 1-11-4 1-11-42-5-60-6-141-10-6Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL)0.00 4-7 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT)0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MP Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 WEDGE Left: 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 4= Mechanical Max Horiz 2=49 (LC 7) Max Uplift 2=-27 (LC 8), 4=-10 (LC 5) Max Grav 2=245 (LC 1), 4=68 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/60, 2-3=-50/78, 3-4=-53/15 BOT CHORD 2-4=-44/18 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust)Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psfon 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)Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 4 and 27 lb uplift at joint 2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482733H2Monopitch11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:35 Page: 1 ID:OlBhqp1oo_IhYpnPpoqFPYyYpkR-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x4 1 4 2 3 1-2-8 -1-2-8 2-0-0 2-0-0 2-0-02-5-140-4-71-8-7Scale = 1:23.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL)0.00 4-7 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT)0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MP Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=58 (LC 8) Max Uplift 2=-24 (LC 8), 3=-20 (LC 8) Max Grav 2=251 (LC 1), 3=59 (LC 1), 4=33 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/60, 2-3=-46/46 BOT CHORD 2-4=-48/10 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 2 and 20 lb uplift at joint 3. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482734J1Jack-Open 13 1321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:35 Page: 1 ID:UAUnNs_zuSLnb?o15hzDA0yYq?I-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x4 =4x4 =5x5 =3x4 1 19 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 182 173 164 155 146 137 128 119 10 0-5-3 27-6-7 13-4-1 27-1-4 13-9-4 13-9-4 27-6-79-2-60-0-48-10-11Scale = 1:59.5 Plate Offsets (X, Y):[28:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.20 Horiz(TL)0.01 19 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 135 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 10-28 REACTIONS (size)1=27-6-7, 19=27-6-7, 20=27-6-7, 21=27-6-7, 22=27-6-7, 23=27-6-7, 24=27-6-7, 25=27-6-7, 26=27-6-7, 27=27-6-7, 28=27-6-7, 29=27-6-7, 30=27-6-7, 31=27-6-7, 32=27-6-7, 33=27-6-7, 34=27-6-7, 35=27-6-7, 36=27-6-7 Max Horiz 1=-166 (LC 4) Max Uplift 1=-26 (LC 4), 20=-38 (LC 9), 21=-26 (LC 9), 22=-28 (LC 9), 23=-28 (LC 9), 24=-28 (LC 9), 25=-28 (LC 9), 26=-36 (LC 9), 27=-6 (LC 9), 29=-12 (LC 8), 30=-34 (LC 8), 31=-28 (LC 8), 32=-28 (LC 8), 33=-28 (LC 8), 34=-29 (LC 8), 35=-24 (LC 8), 36=-43 (LC 8) Max Grav 1=149 (LC 16), 19=133 (LC 22), 20=345 (LC 22), 21=62 (LC 16), 22=165 (LC 22), 23=143 (LC 1), 24=148 (LC 1), 25=146 (LC 1), 26=148 (LC 22), 27=154 (LC 1), 28=186 (LC 18), 29=154 (LC 1), 30=148 (LC 21), 31=146 (LC 1), 32=148 (LC 1), 33=143 (LC 1), 34=165 (LC 21), 35=60 (LC 1), 36=345 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-202/168, 2-3=-115/116, 3-4=-98/119, 4-5=-82/108, 5-6=-73/99, 6-7=-65/104, 7-8=-56/121, 8-9=-48/142, 9-10=-42/148, 10-11=-35/142, 11-12=-25/123, 12-13=-18/88, 13-14=-18/71, 14-15=-20/64, 15-16=-27/62, 16-17=-41/73, 17-18=-69/62,18-19=-168/122 BOT CHORD 1-36=-71/166, 35-36=-71/124, 34-35=-71/124, 33-34=-71/124, 32-33=-71/124, 31-32=-71/124, 30-31=-71/124, 29-30=-71/124, 27-29=-71/124, 26-27=-71/124, 25-26=-71/124, 24-25=-71/124,23-24=-71/124, 22-23=-71/124,21-22=-71/124, 20-21=-71/124,19-20=-71/137 WEBS 10-28=-159/0, 9-29=-128/28, 8-30=-121/50, 7-31=-120/44, 6-32=-120/44, 5-33=-120/44, 4-34=-126/45, 3-35=-80/39, 2-36=-225/62, 11-27=-128/22, 12-26=-121/52, 13-25=-120/44, 14-24=-120/44, 15-23=-120/44, 16-22=-126/45, 17-21=-80/40, 18-20=-225/60 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 1, 12 lb uplift at joint 29, 34 lb uplift at joint 30, 28 lb uplift at joint 31, 28 lb uplift at joint 32, 28 lb uplift at joint 33, 29 lb uplift at joint 34, 24 lb uplift at joint 35, 43 lb uplift at joint 36, 6 lb uplift at joint 27, 36 lb uplift at joint 26, 28 lb uplift at joint 25, 28 lb uplift at joint 24, 28 lb uplift at joint 23, 28 lb uplift at joint 22, 26 lb uplift at joint 21 and 38 lb uplift at joint 20. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482735W1Valley11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:36 Page: 1 ID:NgCseQqqyTjdX?IXrSEA9GyYq?V-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x4 =2x3 =2x3 =2x3 =2x3 =5x5 =4x4 =2x3 =2x3 =2x3 =2x3 =3x4 1 7 12 11 10 9 8 62 53 4 0-5-3 23-3-1 11-2-5 22-9-14 11-7-8 11-7-8 23-3-17-9-40-0-47-5-9Scale = 1:52.9 Plate Offsets (X, Y):[10:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.45 Horiz(TL)0.00 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 73 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=23-3-1, 7=23-3-1, 8=23-3-1, 9=23-3-1, 10=23-3-1, 11=23-3-1,12=23-3-1 Max Horiz 1=140 (LC 5) Max Uplift 1=-15 (LC 4), 8=-75 (LC 9), 9=-95 (LC 9), 11=-95 (LC 8), 12=-77 (LC 8) Max Grav 1=165 (LC 16), 7=153 (LC 1), 8=488 (LC 16), 9=522 (LC 16), 10=509 (LC 18), 11=521 (LC 15), 12=490 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-228/169, 2-3=-118/149, 3-4=-106/146,4-5=-106/134, 5-6=-91/112, 6-7=-197/130 BOT CHORD 1-12=-61/193, 11-12=-61/99, 9-11=-61/99, 8-9=-61/99, 7-8=-61/158 WEBS 4-10=-330/0, 3-11=-394/145, 2-12=-347/116,5-9=-394/145, 6-8=-347/115 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 1, 95 lb uplift at joint 11, 77 lb uplift at joint 12, 95 lb uplift at joint 9 and 75 lb uplift at joint 8. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482736W2Valley11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:36 Page: 1 ID:ZE8PjLrZX3V0OwMfWsoH0gyYpRJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x4 =4x4 =3x6 =3x4 1 13 12 11 10 9 8 7 62 53 4 0-5-3 20-3-1 9-8-5 19-9-14 10-1-8 10-1-8 20-3-16-9-40-0-46-5-9Scale = 1:48.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.34 Horiz(TL)0.00 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 62 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=20-3-1, 7=20-3-1, 8=20-3-1, 9=20-3-1, 11=20-3-1, 12=20-3-1, 13=20-3-1, 18=20-3-1 Max Horiz 1=121 (LC 5) Max Uplift 1=-44 (LC 4), 8=-44 (LC 9), 9=-105 (LC 9), 12=-98 (LC 8), 13=-60 (LC 8) Max Grav 1=91 (LC 16), 8=399 (LC 16), 9=537 (LC 16), 11=526 (LC 18), 12=543 (LC 15), 13=387 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-120/160, 2-3=-137/167, 3-4=-129/166, 4-5=-112/155, 5-6=-83/129, 6-7=-31/99 BOT CHORD 1-13=-29/53, 12-13=-25/33, 11-12=-25/33, 9-11=-25/33, 8-9=-25/33, 7-8=-25/33 WEBS 4-11=-334/6, 3-12=-403/146, 2-13=-305/109, 5-9=-399/150, 6-8=-313/102 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1, 98 lb uplift at joint 12, 60 lb uplift at joint 13, 105 lb uplift at joint 9 and 44 lb uplift at joint 8. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482737W3Valley11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:37 Page: 1 ID:KmdQP4yafWWtL8zB_Xx9LLyYpRB-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x4 =2x3 =2x3 =2x3 =4x4 =2x3 =2x3 =3x4 1 5 8 13 7 14 6 2 4 3 0-5-3 17-3-1 8-2-5 16-9-14 8-7-8 8-7-8 17-3-15-9-40-0-45-5-9Scale = 1:42.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.33 Horiz(TL)0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=17-3-1, 5=17-3-1, 6=17-3-1, 7=17-3-1, 8=17-3-1 Max Horiz 1=103 (LC 7) Max Uplift 1=-2 (LC 9), 6=-106 (LC 9), 8=-107 (LC 8) Max Grav 1=153 (LC 21), 5=153 (LC 22), 6=608 (LC 16), 7=581 (LC 15), 8=610 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-185/290, 2-3=-21/233, 3-4=-21/223, 4-5=-185/260 BOT CHORD 1-8=-145/154, 7-8=-145/78, 6-7=-145/78, 5-6=-145/149 WEBS 3-7=-458/6, 2-8=-433/146, 4-6=-433/145 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 1, 107 lb uplift at joint 8 and 106 lb uplift at joint 6. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482738W4Valley11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:37 Page: 1 ID:d6Y4tT1z?gOuhD?XuWZo7qyYpR4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x4 =2x3 =2x3 =4x4 =2x3 =2x3 =2x3 =3x4 1 5 8 7 6 2 4 3 0-5-3 14-3-1 6-8-5 13-9-14 7-1-8 7-1-8 14-3-14-9-40-0-44-5-9Scale = 1:38 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.16 Horiz(TL)0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 40 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=14-3-1, 5=14-3-1, 6=14-3-1, 7=14-3-1, 8=14-3-1 Max Horiz 1=-84 (LC 4) Max Uplift 1=-8 (LC 9), 6=-87 (LC 9), 8=-88 (LC 8) Max Grav 1=128 (LC 1), 5=128 (LC 1), 6=468 (LC 22), 7=393 (LC 1), 8=468 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-165/112, 2-3=-120/102, 3-4=-120/90, 4-5=-161/92 BOT CHORD 1-8=-35/138, 7-8=-35/52, 6-7=-35/52, 5-6=-35/125 WEBS 3-7=-318/9, 2-8=-374/128, 4-6=-374/127 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1, 88 lb uplift at joint 8 and 87 lb uplift at joint 6. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482739W5Valley11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:38 Page: 1 ID:Of15YC7?77PlfSc4MBigSWyYpQy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x4 =2x3 =2x3 =2x3 =4x4 =2x3 =2x3 =3x4 1 5 8 7 6 42 3 0-5-3 11-3-1 5-2-5 10-9-14 5-7-8 5-7-8 11-3-13-9-40-0-43-5-9Scale = 1:36.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.07 Horiz(TL)0.00 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 30 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=11-3-1, 5=11-3-1, 6=11-3-1, 7=11-3-1, 8=11-3-1 Max Horiz 1=66 (LC 7) Max Uplift 1=-21 (LC 4), 5=-5 (LC 5), 6=-78 (LC 9), 8=-80 (LC 8) Max Grav 1=57 (LC 16), 5=45 (LC 15), 6=424 (LC 22), 7=324 (LC 1), 8=424 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-73/62, 2-3=-197/65, 3-4=-197/50, 4-5=-56/61 BOT CHORD 1-8=-20/78, 7-8=-12/78, 6-7=-12/78, 5-6=-27/78 WEBS 3-7=-235/16, 2-8=-412/152, 4-6=-412/152 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1, 5 lb uplift at joint 5, 80 lb uplift at joint 8 and 78 lb uplift at joint 6. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482740W6Valley11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:38 Page: 1 ID:5aetfdFGmBfKr_N?xHt0sdyYpQo-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x4 =4x4 =2x3 =3x4 1 3 4 2 0-5-3 8-3-1 3-8-5 7-9-14 4-1-8 4-1-8 8-3-12-9-40-0-42-5-9Scale = 1:28.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.13 Horiz(TL)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MP Weight: 21 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 8-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=8-3-1, 3=8-3-1, 4=8-3-1 Max Horiz 1=48 (LC 7) Max Uplift 1=-33 (LC 22), 3=-33 (LC 21), 4=-40 (LC 8) Max Grav 1=111 (LC 21), 3=111 (LC 22), 4=793 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-109/349, 2-3=-109/349 BOT CHORD 1-4=-242/85, 3-4=-242/85 WEBS 2-4=-589/62 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1, 33 lb uplift at joint 3 and 40 lb uplift at joint 4. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I54482741W7Valley11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:38 Page: 1 ID:oVEfl2NXPGwv2X8wXO3MFkyYpQe-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x4 =4x4 =2x3 =2x3 =4x4 =3x4 1 4 6 5 2 3 2-4-15 0-3-11 5-3-1 0-10-14 4-11-6 1-2-9 1-2-9 2-9-15 4-0-8 1-3-13 5-3-1 1-3-13 1-3-13 2-7-7 3-11-40-9-150-0-40-3-150-7-4Scale = 1:29.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.03 Horiz(TL)0.00 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc purlins, except 2-0-0 oc purlins: 2-3. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=5-3-1, 4=5-3-1, 5=5-3-1, 6=5-3-1 Max Horiz 1=-13 (LC 6) Max Uplift 1=-7 (LC 8), 4=-10 (LC 9), 5=-3 (LC 4), 6=-7 (LC 5) Max Grav 1=66 (LC 21), 4=66 (LC 22), 5=226 (LC 1), 6=226 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-66/16, 2-3=-2/24, 3-4=-66/13 BOT CHORD 1-6=-11/49, 5-6=-24/13, 4-5=-6/49 WEBS 2-6=-156/37, 3-5=-156/33 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1, 10 lb uplift at joint 4, 7 lb uplift at joint 6 and 3 lb uplift at joint 5. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)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 Job Truss Truss Type Qty Ply Roof I54482742W8Valley11321603-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.53 S Sep 12 2022 Print: 8.530 S Sep 12 2022 MiTek Industries, Inc. Fri Sep 30 08:12:38 Page: 1 ID:VQrRrTUp3LBVF3vr6UEifryYpQU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 30,2022 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, 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 ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins 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.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses 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.dimensions shown in ft-in-sixteenths Passive (No Fan) Active (With fan and monitoring device ) Location (or future location) of Fan: Other Please Describe Here Not applicable, all ducts located in conditioned space Not required per mech. code Passive Powered Interlocked with exhaust device. Describe: Input in BTUS: Capacity in Gallons: Other, describe: AFUE or HSPF% Cfm's " round duct OR " metal duct Not required per mech. code Passive Low: Other, describe: Low: Location of fan(s), describe: Cfm's " round duct OR " metal duct Per R401.3 Certificate. A building certificate shall be posted on or in the electrical distribution panel. New Construction Energy Code Compliance Certificate Name of Residential Contractor MN License Number City Mailing Address of the Dwelling or Dwelling Unit Rigid, Extruded PolystyreneHeat Recover Ventilator (HRV) Capacity in cfms: Energy Recover Ventilator (ERV) Capacity in cfms: Combustion Air Select a Type Location of duct or system: Rim Joist (2nd Floor+) Building envelope air tightness: Below Entire Slab Fuel Type Solar Heat Gain Coefficient (SHGC): Windows & Doors Ceiling, vaulted Bay Windows or cantilevered areas Floors over unconditioned area THERMAL ENVELOPE Foam Open Cell Wall Rigid, Isocynurate Perimeter of Slab on Grade RADON CONTROL SYSTEM Total R-Value of all Types of InsulationType: Check All That Apply Mineral FiberboardInsulation Location Foam, Closed Cell Describe other insulated areas Ceiling, flat Non or Not ApplicableFiberglass, BlownFiberglass, Batts Foundation Wall Output in Tons: Appliances Cooling System Location of duct or system: Heating or Cooling Ducts Outside Conditioned Spaces Make-up Air Select a Type Domestic Water Heater Model Heating System Rim Joist (1st Floor) Average U-Factor (excludes skylights and one door ) U: Duct system air tightness: Rating or Size Efficiency Heating Gain Cooling Load Select Type Describe any additional or combined heating or cooling systems if installed: (e.g. two furnaces or air source heat pump with gas back-up furnace): Residential Load Calculation SEER /EER Capacity continuous ventilation rate in cfms: Heating Loss Manufacturer Total ventilation (intermittent + continuous) rate in cfms: Balanced Ventilation capacity in cfms: High: High: MECHANICAL VENTILATION SYSTEM Date Cert. Posted R-value MECHANICAL SYSTEMS Builders Associaton of Minnesota version 101014 West Metro Mechanical HVAC Load Calculations for 17912 Eclipse Avenue Lakeville, MN Prepared By: Thursday, June 15, 2023 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2.50, and ACCA Manual D. Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Auer Steel (Plymouth)West Metro Mechanical Plymouth, MN 55441 Page 2 Project Report General Project Information Project Title:West Metro Mechanical Project Date:Thursday, June 15, 2023 Client Address:17912 Eclipse Avenue Client City:Lakeville, MN Client Comment:Lot 8, Block 6 - Pheasant Run of Lakeville Fifth Addition Design Data Reference City:Minneapolis/St. Paul AP, Minnesota Building Orientation:Front door faces Northwest Daily Temperature Range:Medium Latitude:44 Degrees Elevation:834 ft. Altitude Factor:0.970 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter:-15 -15 n/a n/a 72 n/a Summer:88 71 44%50%75 24 Check Figures Total Building Supply CFM:636 CFM Per Square ft.:0.230 Square ft. of Room Area:2,768 Square ft. Per Ton:1,772 Volume (ft³):20,968 Building Loads Total Heating Required Including Ventilation Air:42,944 Btuh 42.944 MBH Total Sensible Gain:14,406 Btuh 77 % Total Latent Gain:4,340 Btuh 23 % Total Cooling Required Including Ventilation Air:18,745 Btuh 1.56 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2.50, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. C:\ ...\West Metro Mechanical - 17912 Eclipse Avenue.rh9 Thursday, June 15, 2023, 12:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Auer Steel (Plymouth)West Metro Mechanical Plymouth, MN 55441 Page 3 Miscellaneous Report System 1 House Input Data Outdoor Dry Bulb Outdoor Wet Bulb Outdoor Rel.Hum Indoor Rel.Hum Indoor Dry Bulb Grains Difference Winter:-15 -15 100%n/a 72 n/a Summer:88 71 44%50%75 23.51 Duct Sizing Inputs Main Trunk Runouts Calculate:Yes Yes Use Schedule:Yes Yes Roughness Factor:0.00300 0.01000 Pressure Drop:0.1000 in.wg./100 ft.0.1000 in.wg./100 ft. Minimum Velocity:0 ft./min 0 ft./min Maximum Velocity:900 ft./min 750 ft./min Minimum Height:0 in.0 in. Maximum Height:0 in.0 in. Outside Air Data Winter Summer Infiltration Specified:0.280 AC/hr 0.150 AC/hr 98 CFM 52 CFM Infiltration Actual:0.280 AC/hr 0.150 AC/hr Above Grade Volume:Cu.ft.Cu.ft.X 20,968 X 20,968 5,871 Cu.ft./hr 3,145 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration:98 CFM 52 CFM Total Building Ventilation:150 CFM 150 CFM ---System 1--- Infiltration & Ventilation Sensible Gain Multiplier: 13.87 = (1.10 X 0.970 X 13.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: 15.51 = (0.68 X 0.970 X 23.51 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 92.85 = (1.10 X 0.970 X 87.00 Winter Temp. Difference) Winter Infiltration Specified:0.280 AC/hr (98 CFM), Construction: Summer Infiltration Specified:0.150 AC/hr (52 CFM), Construction: C:\ ...\West Metro Mechanical - 17912 Eclipse Avenue.rh9 Thursday, June 15, 2023, 12:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Auer Steel (Plymouth)West Metro Mechanical Plymouth, MN 55441 Page 4 Load Preview Report Scope Net Ton ft.² /Ton Area Sen Gain Lat Gain Net Gain Sen Loss Sys Htg CFM Sys Clg CFM Sys Act CFM Duct Size Building 1.56 1,772 2,768 14,406 4,340 18,745 42,944 500 636 636 System 1 1.56 1,772 2,768 14,406 4,340 18,745 42,944 500 636 636 9x14 Ventilation 832 2,327 3,159 5,571 150 150 150 Zone 1 2,768 13,573 2,013 15,586 37,373 500 636 636 9x14 1-Lower Level 1,384 4,833 730 5,563 17,161 230 226 226 3--6 2-Main Floor 1,384 8,740 1,283 10,023 20,212 271 409 409 4--7 C:\ ...\West Metro Mechanical - 17912 Eclipse Avenue.rh9 Thursday, June 15, 2023, 12:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Auer Steel (Plymouth)West Metro Mechanical Plymouth, MN 55441 Page 5 Duct Size Preview Room or Duct Name Source Minimum Velocity Maximum Velocity Rough. Factor Design L/100 SP Loss Duct Velocity Duct Length Htg Flow Clg Flow Act. Flow Duct Size Reg Size System 1 Supply Runouts Zone 1 1-Lower Level Built-In 0 750 0.01 0.1 384.4 230 226 226 3--6 2-Main Floor Built-In 0 750 0.01 0.1 383 271 409 409 4--7 Other Ducts in System 1 Supply Main Trunk Built-In 0 900 0.003 0.1 726.7 500 636 636 9x14 SummarySummarySummarySummarySummarySummarySummarySummary System 1 Heating Flow:500 Cooling Flow:636 C:\ ...\West Metro Mechanical - 17912 Eclipse Avenue.rh9 Thursday, June 15, 2023, 12:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Auer Steel (Plymouth)West Metro Mechanical Plymouth, MN 55441 Page 6 Total Building Summary Loads Component Description Area Quan Sen Loss Lat Gain Sen Gain Total Gain Marvin: Glazing-Custom Window, U-value 0.32, SHGC 0.34 255.5 7,113 0 4,794 4,794 11P: Door-Metal - Polyurethane Core, U-value 0.29 45 1,136 0 313 313 15B0-10sf-4: Wall-Basement, , R-10 board insulation to floor, no interior finish, 4' floor depth, U-value 0.054, above grade U-value 0.083 456 2,142 0 0 0 12F-0sw: Wall-Frame, R-21 insulation in 2 x 6 stud cavity, no board insulation, siding finish, wood studs, U-value 0.065 2123.5 12,007 0 1,837 1,837 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation, U-value 0.02 1384 2,408 0 1,329 1,329 21B-20: Floor-Basement, Concrete slab, any thickness, 2 or more feet below grade, R-3 or higher insulation installed below floor, any floor cover, shortest side of floor slab is 20' wide, U-value 0.019 1384 2,288 0 0 0 22D-10pm: Floor-Slab on grade, Vertical board insulation covers slab edge, turns under slab and extends 4' horizontally, any floor cover, R-10 insulation, passive, heavy dry or light wet soil, U-value 0.343 40 1,194 0 0 0 Subtotals for structure:28,288 0 8,273 8,273 People:6 1,200 1,380 2,580 Equipment:0 2,400 2,400 Lighting:0 0 0 Ductwork:0 0 0 0 Infiltration: Winter CFM: 98, Summer CFM: 52 9,085 813 727 1,540 Ventilation: Winter CFM: 150, Summer CFM: 150 5,571 2,327 832 3,159 Exhaust: Winter CFM: 150, Summer CFM: 150 AED Excursion:0 0 793 793 Total Building Load Totals:42,944 4,340 14,406 18,745 Check Figures Total Building Supply CFM:636 CFM Per Square ft.:0.230 Square ft. of Room Area:2,768 Square ft. Per Ton:1,772 Volume (ft³):20,968 Building Loads Total Heating Required Including Ventilation Air:42,944 Btuh 42.944 MBH Total Sensible Gain:14,406 Btuh 77 % Total Latent Gain:4,340 Btuh 23 % Total Cooling Required Including Ventilation Air:18,745 Btuh 1.56 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2.50, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. C:\ ...\West Metro Mechanical - 17912 Eclipse Avenue.rh9 Thursday, June 15, 2023, 12:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Auer Steel (Plymouth)West Metro Mechanical Plymouth, MN 55441 Page 7 Building Pie Chart Building Loss 42,944 Btuh Floor 8% Roof 6% Wall 33% Glass 17% Door 3% Infiltration 21% Ventilation 13% Building Gain 18,745 Btuh Roof 7% Wall 10% Glass 26% Door 2% People 14% Equipment 13% Infiltration 8% Ventilation 17% AED Excursion 4% C:\ ...\West Metro Mechanical - 17912 Eclipse Avenue.rh9 Thursday, June 15, 2023, 12:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Auer Steel (Plymouth)West Metro Mechanical Plymouth, MN 55441 Page 8 Detailed Room Loads - Room 1 - Lower Level (Average Load Procedure) General Calculation Mode:Htg. & clg.Occurrences:1 Room Length:34.6 ft.System Number:1 Room Width:40.0 ft.Zone Number:1 Area:1,384.0 sq.ft.Supply Air:226 CFM Ceiling Height:9.0 ft.Supply Air Changes:1.1 AC/hr Volume:12,456 cu.ft.Req. Vent. Clg:0 CFM Number of Registers:3 Actual Winter Vent.:69 CFM Runout Air:75 CFM Percent of Supply.:30 % Runout Duct Size:6 in.Actual Summer Vent.:53 CFM Runout Air Velocity:384 ft./min.Percent of Supply:24 % Runout Air Velocity:384 ft./min.Actual Winter Infil.:40 CFM Actual Loss:0.093 in.wg./100 ft.Actual Summer Infil.:21 CFM Item Description Area Quantity -U- Value Htg HTM Sen Loss Clg HTM Lat Gain Sen Gain N -Wall-15B0-10sf-4 46 X 4 - Abv. grade U-value 0.083 184 0.054 4.7 864 0.0 0 0 N -Wall-12F-0sw 46 X 5 209 0.065 5.7 1,182 0.9 0 181 E -Wall-15B0-10sf-4 34 X 4 - Abv. grade U-value 0.083 136 0.054 4.7 639 0.0 0 0 E -Wall-12F-0sw 34 X 5 170 0.065 5.7 961 0.9 0 147 S -Wall-12F-0sw 46 X 9 332 0.065 5.7 1,877 0.9 0 287 W -Wall-15B0-10sf-4 34 X 4 - Abv. grade U-value 0.083 136 0.054 4.7 639 0.0 0 0 W -Wall-12F-0sw 34 X 5 170 0.065 5.7 961 0.9 0 147 N -Gls-Marvin shgc-0.34 100%S 21 0.320 27.8 585 10.6 0 223 S -Gls-Marvin shgc-0.34 0%S 42 0.320 27.8 1,169 19.6 0 825 S -Gls-Marvin shgc-0.34 0%S (2)40 0.320 27.8 1,114 19.7 0 786 Floor-21B-20 40 X 34.6 1384 0.019 1.7 2,288 0.0 0 0 Floor-22D-10pm 40 ft..Per. 40 0.343 29.8 1,194 0.0 0 0 Subtotals for Structure:13,473 0 2,596 Infil.: Win.: 39.7, Sum.: 21.3 984 3.748 3,688 0.300 330 295 AED Excursion:282 People: 200 lat/per, 230 sen/per:2 400 460 Equipment:0 1,200 Room Totals:17,161 730 4,833 C:\ ...\West Metro Mechanical - 17912 Eclipse Avenue.rh9 Thursday, June 15, 2023, 12:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Auer Steel (Plymouth)West Metro Mechanical Plymouth, MN 55441 Page 9 Detailed Room Loads - Room 2 - Main Floor (Average Load Procedure) General Calculation Mode:Htg. & clg.Occurrences:1 Room Length:34.6 ft.System Number:1 Room Width:40.0 ft.Zone Number:1 Area:1,384.0 sq.ft.Supply Air:409 CFM Ceiling Height:9.0 ft.Supply Air Changes:2.0 AC/hr Volume:12,456 cu.ft.Req. Vent. Clg:0 CFM Number of Registers:4 Actual Winter Vent.:81 CFM Runout Air:102 CFM Percent of Supply.:20 % Runout Duct Size:7 in.Actual Summer Vent.:97 CFM Runout Air Velocity:383 ft./min.Percent of Supply:24 % Runout Air Velocity:383 ft./min.Actual Winter Infil.:58 CFM Actual Loss:0.075 in.wg./100 ft.Actual Summer Infil.:31 CFM Item Description Area Quantity -U- Value Htg HTM Sen Loss Clg HTM Lat Gain Sen Gain N -Wall-12F-0sw 46 X 9 350 0.065 5.7 1,979 0.9 0 303 E -Wall-12F-0sw 34 X 9 306 0.065 5.7 1,730 0.9 0 265 S -Wall-12F-0sw 46 X 9 321.5 0.065 5.7 1,818 0.9 0 278 W -Wall-12F-0sw 34 X 9 265 0.065 5.7 1,499 0.9 0 229 N -Door-11P 3 X 8 24 0.290 25.2 606 7.0 0 167 W -Door-11P 3 X 7 21 0.290 25.2 530 7.0 0 146 N -Gls-Marvin shgc-0.34 100%S 10 0.320 27.8 278 10.6 0 106 N -Gls-Marvin shgc-0.34 100%S 30 0.320 27.8 835 10.6 0 318 S -Gls-Marvin shgc-0.34 0%S 10.5 0.320 27.8 292 19.6 0 206 S -Gls-Marvin shgc-0.34 0%S 42 0.320 27.8 1,169 19.6 0 825 S -Gls-Marvin shgc-0.34 0%S (2)40 0.320 27.8 1,114 19.7 0 786 W -Gls-Marvin shgc-0.34 0%S 20 0.320 27.8 557 36.0 0 719 UP-Ceil-16B-50 34.6 X 40 1384 0.020 1.7 2,408 1.0 0 1,329 Subtotals for Structure:14,815 0 5,677 Infil.: Win.: 58.1, Sum.: 31.1 1,440 3.748 5,397 0.300 483 432 AED Excursion:511 People: 200 lat/per, 230 sen/per:4 800 920 Equipment:0 1,200 Room Totals:20,212 1,283 8,740 C:\ ...\West Metro Mechanical - 17912 Eclipse Avenue.rh9 Thursday, June 15, 2023, 12:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Auer Steel (Plymouth)West Metro Mechanical Plymouth, MN 55441 Page 10 System 1 Room Load Summary No Room Name Area SF Htg Sens Btuh Min Htg CFM Run Duct Size Run Duct Vel Clg Sens Btuh Clg Lat Btuh Min Clg CFM Act Sys CFM ---Zone 1--- 1 Lower Level 1,384 17,161 230 3-6 384 4,833 730 226 226 2 Main Floor 1,384 20,212 271 4-7 383 8,740 1,283 409 409 Ventilation 5,571 832 2,327 System 1 total 2,768 42,944 500 14,406 4,340 636 636 System 1 Main Trunk Size:9x14 in. Velocity:727 ft./min Loss per 100 ft.:0.103 in.wg Cooling System Summary Cooling Tons Sensible/Latent Split Sensible Btuh Latent Btuh Total Btuh Net Required:1.56 77% / 23%14,406 4,340 18,745 Equipment Data Heating System Cooling System Type:Natural Gas Furnace Standard Air Conditioner Model: Indoor Model: Brand: Efficiency:0 AFUE 0 SEER Sound:0 0 Capacity:0 Btuh 0 Btuh Sensible Capacity:n/a 0 Btuh Latent Capacity:n/a 0 Btuh C:\ ...\West Metro Mechanical - 17912 Eclipse Avenue.rh9 Thursday, June 15, 2023, 12:02 PM TOTAL INPUT OF APPLIANCES1, THOUSANDS OF Btu/hr (kW) REQUIRED FREE AREA OF AIR-SUPPLY OPENING OR DUCT, SQUARE INCHES (sq mm) ACCEPTABLE APPROXIMATE ROUND DUCT EQUIVALENT DIAMETER2, INCH (mm) 25 (8)7 (4,500)3 (75) 50 (15)7 (4,500)3 (75) 75(23)11 (7,000)4 (100) 100 (30)14 (9,000)4 (100) 125 (37)18 (12,000)5 (125) 150 (45)22 (14,000)5 (125) 175 (53)25 (16,000)6 (150) 200 (60)29 (19,000)6 (150) 225 (68)32 (21,000)6 (150) 250 (75)36 (23,000)7 (175) 275 (83)40 (26,000)7 (175) 300 (90)43 (28,000)7 (175) 325 (98)47 (30,000)8 (200) 350 (105)50 (32,000)8 (200) 375 (113)54 (35,000)8 (200) 400 (120)58 (37,000)9 (225) 1. For total inputs falling between listed capacities, use next largest listed input. 2. If flexible duct is used, increase the duct diameter by one inch. * *Flexible duct shall be stretched with minimal sags. TABLE 304.1 COMBUSTION AIR REQUIREMENTS FOR GAS-FIRED APPLIANCES WHEN THE COMBINED INPUT IS UP TO AND INCLUDING 400,000 Btu/hr BTU Amount for Non-direct vent appliances_____________________ 1 2 3 4 5 6 2 Conditioned space1 (in sq. ft.) Total/ Continuous Total/ Continuous Total/ Continuous Total/ Continuous Total/ Continuous Total/ Continuous 1000-1500 60/40 75/40 90/45 105/53 120/60 135/68 1501-2000 70/40 85/43 100/50 115/58 130/65 145/73 2001-2500 80/40 95/48 110/55 125/63 140/70 155/78 2501-3000 90/45 105/53 120/60 135/68 150/75 165/83 3001-3500 100/50 115/58 130/65 145/73 160/80 175/88 3501-4000 110/55 125/63 140/70 155/78 170/85 185/93 4001-4500 120/60 135/68 150/75 165/83 180/90 195/98 4501-5000 130-65 145/73 160/80 175/88 190/95 205/103 5001-5500 140/70 155/78 170/85 185/93 200/100 215/108 5501-6000 2 150/75 165/83 180/90 195/98 210/105 225/113 1. Conditioned space includes the basement and conditioned crawl spaces. 2. If conditioned space exceeds 6000 sq. ft. or there are more than 6 bedrooms, use Equation R403.5.2 R403.5.2 Total Ventilation rate. The mechanical ventilation system shall rovide sufficient outdoor air to equal the total ventilation rate average for each 1- hour period in accordance with Table R403.5.2, or Equation 403.5.2, based on the number of bedrooms and square footage of conditioned space, including the basement and conditioned crawl spaces. For the purposes of Table R403.5.2 and Section R403.5.3, the following applies: a. Equation R403.5.2 Total ventilation rate: Total ventilation rate (cfm) = (0.02 x square feet of conditioned space) + (15 x (number of bedrooms +1)) b. Equation R403.5.2.1 Continuous ventilation rate: Continuous ventilation rate (cfm) = Total ventiation rate/2 Amount Total _________________________ Amount Continuous____________________ TABLE R403.5.2 NUMBER OF BEDROOMS VENTILATION REQUIREMENTS ONE OR MULTIPLE POWER VENT OR DIRECT VENT APPLIANCES OR NO COMBUSTION APPLIANCESA ONE OR MULTIPLE FAN- ASSISTED APPLIANCES AND POWER VENT OR DIRECT VENT APPLIANCESB ONE ATMOSPHERICALLY VENTED GAS OR OIL APPLIANE OR ONE SOLID FUEL APPLIANCEC MULTIPLE APPLIANCES THAT ARE ATMOSPHERICALLY VENTED GAS OR OIL APPLIANCES OR SOLID FUEL APPLIANCESD 1. Use the Appropriate Column to Estimate House Infiltration a) pressure factor (cfm/sf) b) conditioned floor area (sf) (including unfinished basements) Estimated House Infiltration (cfm): [1a x 1b] 2. Exhaust Capacity a) clothes dryer b) 80% of largest exhaust rating (cfm): (not applicable if recirculating system or if powered makeup air is electrically interlocked and matched to exhaust) c) 80% of next largest exhaust rating (cfm):not applicable (not applicable if recirculating system or if powered makeup air is electrically interlocked and matched to exhaust) Total Exhaust Capacity (cfm): [2a+2b+2c] 3. Makeup Air Requirement a) Total Exhaust Capacity (from above) b) Estimated House Infiltration (from above) Makeup Air Quality (cfm): [3a - 3b] (if value is negative, no makeup air is needed 4. For Makeup Air Opening Sizing, refer to Table 501.4.2. A. Use this column if there are other than fan-assisted or atmospherically vented gas or oil appliances or if there are no combustion appliances. B. Use this column if there is one fan-assisted appliance per venting system. Other than atmospherically vented appliances may also be included. C. Use this column if there is one atmospherically vented (other than fan-assisted) gas or oil appliance per venting system or one solid fuel appliance. D. Use this column if there are multiple atmospherically vented gas or oil appliances using a common vent or if there are atmospherically vented gas or oil appliances and solid fuel appliances. Table 501.4.1 Procedure to Determine Makeup Air Quantity for Exhaust Appliances in Dwelling Units Choose Which Applies TYPE OF OPENING ONE OR MULTIPLE POWER VENT OR DIRECT VENT APPLIANCES OR NO COMBUSTION APPLIANCESA ONE OR MULTIPLE FAN- ASSISTED APPLIANCES AND POWER VENT OR DIRECT VENT APPLIANCESB ONE ATMOSPHERICALLY VENTED GAS OR OIL APPLIANCE OR ONE SOLID FUEL APPLIANCEC MULTIPLE APPLIANCES THAT ARE ATMOSPHERICALLY VENTED GAS OR OIL APPLIANCES OR SOLID FUEL APPLIANCESD PASSIVE MAKEUP AIR OPENING DUCT DIAMETERE,F,G OR SYSTEM (cfm)(cfm)(cfm)(cfm)(inches) Passive opening 1-36 1-22 1-15 1-9 3 Passive opening 37-66 23-41 16-28 10-17 4 Passive opening 67-109 42-66 29-46 18-28 5 Passive opening 110-163 67-100 47-69 29-42 6 Passive opening 164-232 101-143 70-99 43-61 7 Passive opening 233-317 144-195 100-135 62-83 8 Passive opening with motorized damper 318-419 196-258 136-179 84-110 9 Passive opening with motorized damper 420-539 259-332 180-230 111-142 10 Passive opening with motorized damper 540-679 333-419 231-290 143-179 11 Powered makeup airH >679 >419 >290 >179 Not applicable A. Use this column if there are other than fan-assisted or atmospherically vented gas or oil appliances or if there are no combustion appliances. B. Use this column if there is one fan-assisted appliance per venting system. Other than atmospherically vented appliances may also be included. C. Use this column if there is one atmospherically vented (ther than fan-assisted) gas or oil appliance per venting system or one solid fuel appliance. D. Use this column if there are multiple atmospherically vented gas or oil appliances using a common vent or if there are atmospherically vented gas or oil appliances and solid fuel appliances. E. An equivalent length of 100 feet of round smooth metal duct is assumed. Subtract 40 feet for the exterior hood and ten feet for each 90-degree elbow to determine the remaining length of straight duct allowable. F. If flexible duct is used, increase the duct diameter by one inch. Flexible duct shall be stretched with minimal sags. G. Barometric dampers are prohibited in passive makeup air openings when any atmospherically vented appliance is installed. H. Powered makeup air shall be electrically interlocked with the largest exhaust system. Table 501.4.2 Makeup Air Opening Sizing Table for New and Existing Dwelling Units IFGC Appendix E, Worksheet E-1 Residential Combustion Air Calculation Method (for Furnace, Boiler, and/or Water Heater in the Same Space) Step 1: Complete vented combution appliace information: Furnace/Boiler: Draft Hood Fan Assisted Direct Vent Input: Btu/hr (Not fan Assisted) & Power Vent Water Heater: Draft Hood Fan Assisted Direct Vent Input: Btu/hr ( Not fan Assisted) & Power Vent Step 2: Calculate the volume of the Combustion Appliance Space (CAS) containing combustion appliances. The CAS includes all spaces connected to one another by code compliant openings. CAS volume: ft3 Step 3: Determine air Changes per Hour (ACH)1 Default ACH values have been incorporated into Table E-1 for use with Method 4b (KAIR Method). If the year of construction or ACH is not known, use method 4a (Standard Method). Step 4: Determine Required Volume for Combustion Air. 4a. Standard Method Total Btu/hr input of all combustion appliances (DO NOT COUNT DIRECT VENT APPLIANCES) Input: Btu/hr Use Standard Method column in Table E-1 to find Total Required Volume (TRV) TRV: ft3 If CAS Volume (from Step 2) is greater than TRV then no outdoor openings are needed. If CAS Volume (from Step 2) is less than TRV then go to STEP 5. 4b. Known Air Infiltration Rate (KAIR) Method Total Btu/hr input of all fan-assisted and power vent appliances (DO NOT COUNT DIRECT VENT APPLIANCES) Input: Btu/hr Use Fan-Assisted Appliances column in Table E-1 to find Required Volume Fan Assisted (RVFA) RVFA: ft3 Total Btu/hr input of all non-fan-assisted appliances Input: Btu/hr Use Non-Fan-Assisted Appliances column in Table E-1 to find Required Volume Non-Fan-Assisted (RVNFA) RVNFA: ft3 Total Required Volume (TRV) = RVFA + RVNFA TRV = + = ft3 If CAS Volume (from Step 2) is greater than TRV then no outdoor openings are needed. If CAS Volume (from Step 2) is less than TRV then go to STEP 5. Step 5: Calculate the ratio of available interior volume to the total required volume. Ratio = CAS Volume (from Step 2) divided by TRV (from Step 4a or Step 4b) Ratio = Step 6: Calculate Reduction Factor (RF). RF = 1 minus Ratio RF = - = Step 7: Calculate single outdoor opening as if all combustion air is from outside. Total Btu/hr input of all Combustion Appliances in the same CAS (EXCEPT DIRECT VENT) Input: Btu/hr Combustion Air Opening Area (CAOA): Total Btu/hr divided by 3000 Btu/hr per in2 / Btu/hr per in 2 = in2 Step 8: Calculate Minimum CAOA. Minimum CAOA = CAOA multiplied by RF Minimum CAOA = x = in2 Step 9: Calculate Combustion Air Opening Diameter (CAOD) CAOD = 1.13 multiplied by the square root of Minimum CAOA CAOD = 1.13 x Minimum CAOA = in 1If desired, ACH can be determined using ASHRAE calculation or blower door test. Follow procedures in Section 304. CAOA = IFGC Appendix E, Table E-1 Residential Combustion Air Required Volume (Required Interior Volume Based on Input Rating of Appliances) Known Air Infiltration Rate (KAIR) Method (ft3) Input Rating Standard Method Fan Assisted Non-Fan-Assisted (Btu/hr) (ft3) 19941 to Present Pre 19942 19941 to Present Pre 19942 5,000 250 375 188 525 263 10,000 500 750 375 1,050 525 15,000 750 1,125 563 1,575 788 20,000 1,000 1,500 750 2,100 1,050 25,000 1,250 1,875 938 2,625 1,313 30,000 1,500 2,250 1,125 3,150 1,575 35,000 1,750 2,625 1,313 3,675 1,838 40,000 2,000 3,000 1,500 4,200 2,100 45,000 2,250 3,375 1,688 4,725 2,363 50,000 2,500 3,750 1,875 5,250 2,625 55,000 2,750 4,125 2,063 5,775 2,888 60,000 3,000 4,500 2,250 6,300 3,150 65,000 3,250 4,875 2,438 6,825 3,413 70,000 3,500 5,250 2,625 7,350 3,675 75,000 3,750 5,625 2,813 7,875 3,938 80,000 4,000 6,000 3,000 8,400 4,200 85,000 4,250 6,375 3,188 8,925 4,463 90,000 4,500 6,750 3,375 9,450 4,725 95,000 4,750 7,125 3,563 9,975 4,988 100,000 5,000 7,500 3,750 10,500 5,250 105,000 5,250 7,875 3,938 11,025 5,513 110,000 5,500 8,250 4,125 11,550 5,775 115,000 5,750 8,625 4,313 12,075 6,038 120,000 6,000 9,000 4,500 12,600 6,300 125,000 6,250 9,375 4,688 13,125 6,563 130,000 6,500 9,750 4,875 13,650 6,825 135,000 6,750 10,125 5,063 14,175 7,088 140,000 7,000 10,500 5,250 14,700 7,350 145,000 7,250 10,875 5,438 15,225 7,613 150,000 7,500 11,250 5,625 15,750 7,875 155,000 7,750 11,625 5,813 16,275 8,138 160,000 8,000 12,000 6,000 16,800 8,400 165,000 8,250 12,375 6,188 17,325 8,663 170,000 8,500 12,750 6,375 17,850 8,925 175,000 8,750 13,125 6,563 18,375 9,188 180,000 9,000 13,500 6,750 18,900 9,450 185,000 9,250 13,875 6,938 19,425 9,713 190,000 9,500 14,250 7,125 19,950 9,975 195,000 9,750 14,625 7,313 20,475 10,238 200,000 10,000 15,000 7,500 21,000 10,500 205,000 10,250 15,375 7,688 21,525 10,763 210,000 10,500 15,750 7,875 22,050 11,025 215,000 10,750 16,125 8,063 22,575 11,288 220,000 11,000 16,500 8,250 23,100 11,550 225,000 11,250 16,857 8,438 23,625 11,813 230,000 11,500 17,250 8,625 24,150 12,075 1The 1994 date refers to dwellings constructed under the 1994 Minnesota Energy Code. The default KAIR used in this section of the table is 0.20 ACH. 2This section of the table is to be used for dwellings constructed prior to 1994. The default KAIR used in this section of the table is 0.40 ACH.