Loading...
HomeMy WebLinkAboutLA217940-APPROVED - I59030382.QTREC078700516023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. QTREC0787005 My license renewal date for the state of Minnesota is June 30, 2024. Pages or sheets covered by this seal: I59030382 thru I59030383 Garcia, Juan June 20,2023 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Midwest Manufacturing. Re: 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. 1012 =5x8 =8x8 =10x12 =3x10 =3x4 =M18AHS 7x14 =4x6 =3x4 =3x10 =10x12 =8x8 =5x8 111 102 14 13 12 93 84 5 7 6 10-0-0 1-0-0 -1-0-0 1-0-0 25-0-0 2-4-15 14-4-15 2-4-15 12-0-0 2-8-13 9-7-1 2-8-13 17-1-12 3-0-1 6-10-4 3-0-1 20-1-13 3-10-3 24-0-0 3-10-3 3-10-3 6-10-4 6-10-4 6-10-4 24-0-0 10-3-8 17-1-1211-3-40-8-07-1-1210-8-0Scale = 1:75.6 Plate Offsets (X, Y):[3:0-4-0,0-4-8], [6:0-3-0,0-0-5], [9:0-4-0,0-4-8], [12:0-3-8,0-7-0], [14:0-3-8,0-7-0] 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 0.58 Vert(LL)-0.25 12-14 >999 240 MT20 244/190 Snow (Ps/Pg)32.2/50.0 Lumber DOL 1.15 BC 0.35 Vert(CT)-0.37 12-14 >776 180 M18AHS 186/179 TCDL 15.0 Rep Stress Incr YES WB 0.60 Horz(CT)0.02 10 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-MS Attic -0.10 12-14 >999 360 BCDL 10.0 Weight: 194 lb FT = 15% LUMBER TOP CHORD 2x6 SP 2400F 2.0E *Except* 1-3,9-11:2x6 SPF No.2 BOT CHORD 2x10 SP 2400F 2.0E WEBS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or4-3-7 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. WEBS 1 Row at midpt 5-7 REACTIONS (size)2=0-5-8, 10=0-5-8 Max Horiz 2=-198 (LC 12) Max Grav 2=1950 (LC 29), 10=1950 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=-71/391, 7-8=-1629/27, 8-10=-2754/0, 10-11=0/58, 1-2=0/58, 2-4=-2754/0, 4-5=-1629/27, 5-6=-71/391 BOT CHORD 2-14=0/2177, 12-14=0/1710, 10-12=0/2105 WEBS 8-12=0/1216, 4-14=0/1216, 5-7=-2099/5,3-14=-652/115, 9-12=-652/115 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 and C-C Exterior(2E) -0-10-14 to 2-1-2, Interior (1) 2-1-2 to 9-0-0, Exterior(2R) 9-0-0 to 14-8-12, Interior (1) 14-8-12 to 21-10-14, Exterior(2E) 21-10-14 to 24-10-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=35.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=50.0 psf; Ps=32.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=0.93; Ct=1.10 4)Roof design snow load has been reduced to account for slope. 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 34.6 psf on overhangs non-concurrent with other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* 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. 10)Ceiling dead load (10.0 psf) on member(s). 7-8, 5-7, 4-5 11)Bottom chord live load (60.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 12)All bearings are assumed to be SP 2400F 2.0E crushing capacity of 805 psi. 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)Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply I59030382GA1Attic101QTREC0787005Job Reference (optional) Midwest Manufacturing, Eau Claire, WI - 54701,Run: 8.63 S Apr 6 2023 Print: 8.630 S Apr 6 2023 MiTek Industries, Inc. Mon Jun 19 14:00:30 Page: 1 ID:AEhruMXU0LCmTTDTOl0JwdzEeqW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f REPAIR: PLATES MISSING AT JOINT 14 ATTACH 1/2" PLYWOOD OR OSB GUSSET (15/32" RATED SHEATHING 32/16 EXP 1)TO EACH FACE OF TRUSS WITH (0.131" X 2.5" MIN.) NAILS PER THE FOLLOWING NAIL SCHEDULE:2 X 3'S - 2 ROWS, 2 X 4'S - 3 ROWS, 2 X 6'S AND LARGER - 4 ROWS: SPACED @ 4" O.C.NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACEFOR A NET 2" O.C. SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. 16" X 32" June 20,2023 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. 1012 =5x8 =8x8 =10x12 =3x10 =3x4 =M18AHS 7x14 =4x6 =3x4 =3x10 =10x12 =8x8 =5x8 111 102 14 13 12 93 84 5 7 6 10-0-0 1-0-0 -1-0-0 1-0-0 25-0-0 2-4-15 14-4-15 2-4-15 12-0-0 2-8-13 9-7-1 2-8-13 17-1-12 3-0-1 6-10-4 3-0-1 20-1-13 3-10-3 24-0-0 3-10-3 3-10-3 6-10-4 6-10-4 6-10-4 24-0-0 10-3-8 17-1-1211-3-40-8-07-1-1210-8-0Scale = 1:75.6 Plate Offsets (X, Y):[3:0-4-0,0-4-8], [6:0-3-0,0-0-7], [9:0-4-0,0-4-8], [12:0-3-8,0-7-4], [14:0-3-8,0-7-4] Loading (psf)Spacing 5-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL)-0.31 12-14 >925 240 MT20 244/190 Snow (Ps/Pg)32.2/50.0 Lumber DOL 1.15 BC 0.48 Vert(CT)-0.46 12-14 >621 180 M18AHS 186/179 TCDL 15.0 Rep Stress Incr NO WB 0.75 Horz(CT)0.03 10 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-MS Attic -0.13 12-14 >953 360 BCDL 10.0 Weight: 389 lb FT = 15% LUMBER TOP CHORD 2x6 SP 2400F 2.0E *Except* 9-11,3-1:2x6 SPF No.2 BOT CHORD 2x10 SP 2400F 2.0E WEBS 2x4 SPF Stud BRACING TOP CHORD 2-0-0 oc purlins (5-8-13 max.) (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS (size)2=0-5-8, 10=0-5-8 Max Horiz 2=-494 (LC 10) Max Grav 2=4874 (LC 27), 10=4874 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/145, 2-4=-6886/0, 4-5=-4073/61, 5-6=-177/977, 6-7=-177/977, 7-8=-4073/61, 8-10=-6886/0, 10-11=0/145 BOT CHORD 2-14=0/5444, 12-14=0/4274, 10-12=0/5265 WEBS 8-12=0/3040, 4-14=0/3040, 5-7=-5247/0, 3-14=-1633/287, 9-12=-1634/288 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=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 5)TCLL: ASCE 7-16; Pr=35.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=50.0 psf; Ps=32.2 psf (LumDOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; FullyExp.; Ce=0.9; Cs=0.93; Ct=1.10 6)Roof design snow load has been reduced to account for slope. 7)Unbalanced snow loads have been considered for this design. 8)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 34.6 psf on overhangs non-concurrent with other live loads. 9)All plates are MT20 plates unless otherwise indicated. 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. 12)Ceiling dead load (10.0 psf) on member(s). 4-5, 5-7, 7-8 13)Bottom chord live load (60.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 14)All bearings are assumed to be SP 2400F 2.0E crushing capacity of 805 psi. 15)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. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17)Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply I59030383GGA1Attic Girder 1 2QTREC0787005 Job Reference (optional) Midwest Manufacturing, Eau Claire, WI - 54701,Run: 8.63 S Apr 6 2023 Print: 8.630 S Apr 6 2023 MiTek Industries, Inc. Mon Jun 19 14:00:32 Page: 1 ID:6dpbJ2ZlYySUjmMsVA2n?2zEeqU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f REPAIR: GAP BETWEEN TOP AND BOTTOM CHORDS UNDER PLATES AT JOINT 10 ATTACH < 2 LAYERS > 3/4" PLYWOOD OR OSB GUSSET (23/32" RATED SHEATHING 48/24 EXP 1)TO EACH FACE OF TRUSS WITH (0.131" X 3.0") NAILS PER THE FOLLOWING NAIL SCHEDULE:2 X 3'S - 2 ROWS, 2 X 4'S - 3 ROWS, 2 X 6'S AND LARGER - 4 ROWS: SPACED @ 3" O.C. USE 2" MEMBER END DISTANCE. GLUE PLYWOOD LAYERS TOGETHER PRIOR TO ATTACHING TO TRUSS. 4-0-0 REPAIR: GAP BETWEEN TOP AND BOTTOM CHORDS BEHIND PLATES AT JOINT 10 June 20,2023 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