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truss engineering16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Truss Components of WA. February 22,2022 Garcia, Juan Pages or sheets covered by this seal: I50333086 thru I50333088 My license renewal date for the state of Washington is February 17, 2022. R2202068 Klein Project 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. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 16023 Swingley Ridge Rd Chesterfield, 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 Component available 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 =3x4 =3x6 =4x4 =3x6 =3x4 131 20 19 18 17 16 15 14 122 31283029113 104 95 6 8 7 0-0-11 1-10-2 0-0-11 12-8-9 2-0-0 -2-0-0 2-0-0 16-6-0 1-9-7 14-6-0 1-9-7 1-9-7 5-4-14 7-3-0 5-4-14 12-7-14 14-6-04-9-120-4-30-1-51-1-91-1-90-1-51-2-142-7-13-10-0Scale = 1:37.4 Plate Offsets (X, Y):[3:0-3-0,Edge], [11:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.08 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.00 25 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-AS BCDL 10.0 Weight: 68 lb FT = 10% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size)2=297/14-6-0, 12=297/14-6-0, 14=189/14-6-0, 15=83/14-6-0, 16=120/14-6-0, 17=96/14-6-0, 18=120/14-6-0, 19=83/14-6-0, 20=189/14-6-0, 21=297/14-6-0, 25=297/14-6-0 Max Horiz 2=28 (LC 13), 21=28 (LC 13) Max Uplift 2=-8 (LC 14), 12=-12 (LC 15), 15=-10 (LC 15), 18=-1 (LC 14), 19=-9 (LC 14), 21=-8 (LC 14), 25=-12 (LC 15) Max Grav 2=311 (LC 21), 12=311 (LC 22), 14=296 (LC 22), 15=115 (LC 22), 16=184 (LC 22), 17=96 (LC 22), 18=184 (LC 21), 19=115 (LC 21), 20=296 (LC 21), 21=311 (LC 21), 25=311 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57, 2-4=-94/122, 4-5=-59/44, 5-6=-42/66, 6-7=-52/88, 7-8=-52/88, 8-9=-42/66, 9-10=-59/42, 10-12=-91/122, 12-13=0/57 BOT CHORD 2-20=-141/117, 19-20=-22/66, 18-19=-22/66, 17-18=-22/66, 16-17=-22/66, 15-16=-22/66, 14-15=-22/66, 12-14=-141/122 WEBS 7-17=-71/12, 6-18=-153/40, 5-19=-103/45, 4-20=-238/63, 8-16=-153/40, 9-15=-103/45, 10-14=-238/63 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=3.5psf; BCDL=5.0psf; h=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C-C Corner(3E) -2-0-0 to 1-0-0, Exterior(2N) 1-0-0 to 7-3-0, Corner(3R) 7-3-0 to 10-3-0, Exterior(2N) 10-3-0 to 16-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* 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. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 2, 12 lb uplift at joint 12, 1 lb uplift at joint 18, 9 lb uplift at joint 19, 10 lb uplift at joint 15, 8 lb uplift at joint 2 and 12 lb uplift at joint 12. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Klein Project I50333086A01Common Supported Gable 1 1R2202068 Job Reference (optional) Truss Components of WA, Tumwater, WA - 98512,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 18 17:01:00 Page: 1 ID:jKO6UXHNHmerBurSEE9e2izl81k-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 22,2022 16023 Swingley Ridge Rd Chesterfield, 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 Component available 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 =4x4 =1.5x4 =4x6 =4x4 1 56 2 4 16 151714 18 13 3 2-0-0 -2-0-0 2-0-0 16 -6-0 7-3-0 7-3-0 7-3-0 14-6-0 7-3-0 7-3-0 7-3-0 14-6-04-11-70-4-33-11-11Scale = 1:35.2 Plate Offsets (X, Y):[3:0-3-4,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL)-0.13 6-12 >999 240 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.59 Vert(CT)-0.18 6-9 >954 180 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT)-0.01 2 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-AS BCDL 10.0 Weight: 53 lb FT = 10% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size)2=737/0-5-8, 4=737/0-5-8 Max Horiz 4=29 (LC 13) Max Grav 2=844 (LC 21), 4=844 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 3-4=-921/96, 4-5=0/57, 1-2=0/57, 2-3=-921/96 BOT CHORD 2-6=-53/700, 4-6=-53/700 WEBS 3-6=0/322 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=3.5psf; BCDL=5.0psf; h=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C-C Exterior(2E) -2-0-0 to 1-0-0, Interior (1) 1-0-0 to 7-3-0, Exterior(2R) 7-3-0 to 10-3-0, Interior (1) 10-3-0 to 16-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Klein Project I50333087A02Common131R2202068Job Reference (optional) Truss Components of WA, Tumwater, WA - 98512,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 18 17:01:02 Page: 1 ID:Rcd1Q0QzwycM4UbjIhMwOkzl80F-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 22,2022 16023 Swingley Ridge Rd Chesterfield, 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 Component available 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 =3x4 =3x6 =4x4 =3x6 =3x4 131 20 19 18 17 16 15 14 122 31283029113 104 95 6 8 7 0-0-11 1-10-2 0-0-11 12-8-9 2-0-0 -2-0-0 2-0-0 16-6-0 1-9-7 14-6-0 1-9-7 1-9-7 5-4-14 7-3-0 5-4-14 12-7-14 14-6-04-9-120-4-30-1-51-1-91-1-90-1-51-2-142-7-13-10-0Scale = 1:37.4 Plate Offsets (X, Y):[3:0-3-0,Edge], [11:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.08 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.00 25 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-AS BCDL 10.0 Weight: 68 lb FT = 10% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size)2=297/14-6-0, 12=297/14-6-0, 14=189/14-6-0, 15=83/14-6-0, 16=120/14-6-0, 17=96/14-6-0, 18=120/14-6-0, 19=83/14-6-0, 20=189/14-6-0, 21=297/14-6-0, 25=297/14-6-0 Max Horiz 2=28 (LC 13), 21=28 (LC 13) Max Uplift 2=-8 (LC 14), 12=-12 (LC 15), 15=-10 (LC 15), 18=-1 (LC 14), 19=-9 (LC 14), 21=-8 (LC 14), 25=-12 (LC 15) Max Grav 2=311 (LC 21), 12=311 (LC 22), 14=296 (LC 22), 15=115 (LC 22), 16=184 (LC 22), 17=96 (LC 22), 18=184 (LC 21), 19=115 (LC 21), 20=296 (LC 21), 21=311 (LC 21), 25=311 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57, 2-4=-94/122, 4-5=-59/44, 5-6=-42/66, 6-7=-52/88, 7-8=-52/88, 8-9=-42/66, 9-10=-59/42, 10-12=-91/122, 12-13=0/57 BOT CHORD 2-20=-141/117, 19-20=-22/66, 18-19=-22/66, 17-18=-22/66, 16-17=-22/66, 15-16=-22/66, 14-15=-22/66, 12-14=-141/122 WEBS 7-17=-71/12, 6-18=-153/40, 5-19=-103/45, 4-20=-238/63, 8-16=-153/40, 9-15=-103/45, 10-14=-238/63 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=3.5psf; BCDL=5.0psf; h=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C-C Corner(3E) -2-0-0 to 1-0-0, Exterior(2N) 1-0-0 to 7-3-0, Corner(3R) 7-3-0 to 10-3-0, Exterior(2N) 10-3-0 to 16-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* 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. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 2, 12 lb uplift at joint 12, 1 lb uplift at joint 18, 9 lb uplift at joint 19, 10 lb uplift at joint 15, 8 lb uplift at joint 2 and 12 lb uplift at joint 12. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Klein Project I50333088A03Common Supported Gable 1 1R2202068 Job Reference (optional) Truss Components of WA, Tumwater, WA - 98512,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 18 17:01:03 Page: 1 ID:Rcd1Q0QzwycM4UbjIhMwOkzl80F-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 22,2022 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