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HomeMy WebLinkAboutT-200 Sealed Truss DrawingsDE DANSCO ENGINEERING, LLC P.O. Box 3400 Apollo Beach, FL 33572 Telephone (813) 645-0166 Facsimile (813) 645-9698 The truss drawing(s) listed below have been prepared by Stark Truss, Inc. under my direct supervision based on the parameters provided by the truss designers. Job: 1803049-12T 46 truss design(s) 62663-W1 11/21/18 Samuel A. Greenberg, P.E. Indiana Reg. #19700485 Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length is the distance from the top chord to bottom chord. The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1-2007 Chapter 2. Warning !—Verify design parameters and read notes before use. These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer – not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D’Onofrio Drive, Madison, WI 53719 01/07/19 Mike Sheeks DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss AT01 Truss Type Piggyback Base Qty 4 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:06 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-BhhYZnKU5XrhiUaRssjANrvVn?oazyhJc0grL1yH0Qh Scale = 1:71.6 T1 T2 T1 B1 W3 B2 W5 W3 W1 W2 W1 W6W6 W6 W2 W7 W4 W7 W4 W8 W8 W9 B3 F1 F1 1 2 3 4 5 6 7 8 9 10 23 22 20 18 17 15 12 11 21 19 16 14 13 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss AT01 Truss Type Piggyback Base Qty 4 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:06 2018 Page 2 ID:490hraxo9ofAxAldCy0fEhyHstt-BhhYZnKU5XrhiUaRssjANrvVn?oazyhJc0grL1yH0Qh NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 23 and 28 lb uplift at joint 11. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Attic room checked for L/360 deflection. LOAD CASE(S) Standard 01/07/19 Mike Sheeks DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss AT01GE Truss Type GABLE Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:08 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-74pI_TLkd86PxokpzHleSG_rHoT2RsBc3K9xQvyH0Qf Scale = 1:68.3 T1 T2 T1 B1 W9 B2 W11 W9 W7 W8 W7 W12W12 W12 W8 W13 W10 W13 W10 W14 W14 W15 B3 F1 F1 ST4 ST3 ST2 ST1 ST4 ST3 ST2 ST1 W1 W1 W3 W2 W2 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss AT01GE Truss Type GABLE Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:08 2018 Page 2 ID:490hraxo9ofAxAldCy0fEhyHstt-74pI_TLkd86PxokpzHleSG_rHoT2RsBc3K9xQvyH0Qf NOTES- 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Ceiling dead load (5.0 psf) on member(s). 3-4, 7-8, 4-27, 24-27, 24-25, 7-25 12) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 19-21, 16-19, 14-16, 13-14 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 23 and 28 lb uplift at joint 11. 14) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15) Attic room checked for L/360 deflection. LOAD CASE(S) Standard 01/07/19 Mike Sheeks DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss AT02 Truss Type Piggyback Base Qty 8 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:09 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-bGNhBpMMOSEGZxJ0X_Gt?TX09CphAJYmI_vVyLyH0Qe Scale = 1:71.6 T1 T2 T3 B1 W3 B2 W5 W3 W1 W2 W11 W6 W6 W6 W10 W4 W7 W7 W4 W8 W8 W9 B3 F1 F1 1 2 3 4 5 6 7 8 9 22 21 19 17 16 12 11 10 20 18 15 14 13 23 24 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss AT02 Truss Type Piggyback Base Qty 8 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:10 2018 Page 2 ID:490hraxo9ofAxAldCy0fEhyHstt-3Tw3P9N?9mM7B5uC5in6Yh4Bvc9wvmovXee2UoyH0Qd NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 22. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Attic room checked for L/360 deflection. LOAD CASE(S) Standard 01/07/19 Mike Sheeks DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss J01 Truss Type Jack-Closed Supported Gable Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:10 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-3Tw3P9N?9mM7B5uC5in6Yh4IbcJHvqHvXee2UoyH0Qd Scale = 1:19.2 W1 T1 W2 B1 ST2 1 ST1 2 3 4 5 9 8 7 6 10 11 12 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 -0-10-8 0-10-8 4-7-14 4-7-14 0-11-2 3-3-1 6.00 12 LOADING (psf) TCLL TCDL BCLL DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss J02 Truss Type Jack-Closed Qty 5 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:11 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-YfURcVOdv3U_oFTOfPIL4ucPx0bgeIb3lIOc1EyH0Qc Scale = 1:27.1 W1 T1 W2 B1 1 2 3 5 4 6 7 3x4 3x4 3x5 3x10 MT18H 6-7-14 6-7-14 -0-10-8 0-10-8 6-7-14 6-7-14 0-11-2 4-3-1 3-11-9 0-3-8 4-3-1 6.00 12 Plate Offsets (X,Y)-- [4:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss J03 Truss Type Jack-Closed Qty 6 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:12 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-0r2pqrOFgNcrQP2bC6qad69gwQ0VNlrC_y79ZgyH0Qb Scale = 1:15.5 W1 T1 W2 B1 1 2 3 5 4 3x8 1.5x4 1.5x4 1-8-0 1-8-0 -0-6-8 0-6-8 1-8-0 1-8-0 0-9-10 2-5-10 2-2-2 0-3-8 2-5-10 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss PB01 Truss Type Piggyback Qty 13 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:13 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-U2cB1BPtRhki2ZdnmqLp9JisQpLI6C5LDbti57yH0Qa Scale = 1:11.8 T1 T1 1 B1 2 3 4 5 3x4 2x4 2x4 3-10-4 3-10-4 1-11-2 1-11-2 3-10-4 1-11-2 0-5-3 1-11-2 0-1-10 0-5-3 0-1-10 12.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [3:0-2-0,Edge], [4:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T01 Truss Type Common Girder Qty 1 Ply 2 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:15 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-QQkySsR7zI_PHsmAuFNHFkn8rdzpazsegvMpA?yH0QY Scale = 1:46.9 T1 T2 B1 W5 W4 W3 W3 W4 W1 W2 W1 1 W2 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 4x6 4x8 4x6 8x8 4x6 3x6 6x6 3x6 6x6 4x8 3-4-8 3-4-8 6-5-8 3-1-0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T01 Truss Type Common Girder Qty 1 Ply 2 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:15 2018 Page 2 ID:490hraxo9ofAxAldCy0fEhyHstt-QQkySsR7zI_PHsmAuFNHFkn8rdzpazsegvMpA?yH0QY NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1643 lb down and 257 lb up at 1-10-4, 1643 lb down and 257 lb up at 3-10-4, 1643 lb down and 257 lb up at 5-10-4, 1643 lb down and 257 lb up at 7-10-4, and 1643 lb down and 257 lb up at 9-10-4, and 1645 lb down and 255 lb up at 11-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-51, 2-4=-51, 4-6=-51, 7-11=-20 Concentrated Loads (lb) Vert: 14=-1452(B) 15=-1452(B) 16=-1452(B) 17=-1452(B) 18=-1452(B) 19=-1454(B) 01/07/19 Mike Sheeks DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T01GE Truss Type Common Supported Gable Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:16 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-udIKfCRlkc6Gv0LMRyuWnyKLf1MlJUOovZ5NiRyH0QX Scale = 1:49.6 W1 T1 T1 W1 B1 ST4 ST3 ST1 ST2 ST3 ST2 ST1 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 19 20 3x5 4x4 3x5 12-11-0 12-11-0 -1-2-8 1-2-8 6-5-8 6-5-8 12-11-0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T02 Truss Type Common Girder Qty 1 Ply 2 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:18 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-q?P44uT0GDM_8KVkZNw_sNPe3q?QnKa5MtaTnKyH0QV Scale = 1:46.9 T1 T2 B1 W5 W4 W3 W3 W4 W1 W2 W1 W2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 4x8 4x6 5x6 8x8 5x6 3x6 6x6 3x6 6x6 4x8 3-4-8 3-4-8 6-5-8 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T02 Truss Type Common Girder Qty 1 Ply 2 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:18 2018 Page 2 ID:490hraxo9ofAxAldCy0fEhyHstt-q?P44uT0GDM_8KVkZNw_sNPe3q?QnKa5MtaTnKyH0QV NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1655 lb down and 254 lb up at 0-11-4, 1652 lb down and 257 lb up at 2-11-4, 1652 lb down and 257 lb up at 4-11-4, 1652 lb down and 257 lb up at 6-11-4, and 1652 lb down and 257 lb up at 8-11-4, and 1643 lb down and 257 lb up at 10-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-51, 3-5=-51, 5-6=-51, 7-11=-20 Concentrated Loads (lb) Vert: 14=-1463(B) 15=-1460(B) 16=-1460(B) 17=-1460(B) 18=-1460(B) 19=-1452(B) 01/07/19 Mike Sheeks DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T03 Truss Type Common Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:19 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-JBzTIEUe1XUrmU4x74SDPayhcEDuWnpEbXK1JmyH0QU Scale = 1:77.7 T2 T2 B1 W5 W4 W3 W2 W1 W4 W3 W1 W2 T1 T3 B2 B1 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 24 25 26 27 28 29 3x6 5x6 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T03GE Truss Type Common Supported Gable Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:21 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-Fa5DjwVuZ8kZ?nEJEVUhU?1CS235_p5X3rp7NfyH0QS Scale = 1:73.1 T2 T2 B1 ST10 ST9 ST8 ST7 ST6 ST5 ST4 ST3 ST1 ST2 ST9 ST8 ST7 ST6 ST5 ST4 ST3 ST2 ST1 B2 B1 1 2 3 4 5 6 7 8 9 10 11 12 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T04 Truss Type ROOF SPECIAL Qty 5 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:22 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-jmfbwGWWKSsQdxpWoD?w1DZI6SDXj5dgHVYhw5yH0QR Scale = 1:80.9 T2 T2 B1 B3 B4 B5 W1 W2 W3 W4 W5 W7 W6 W8 W9 W10 W11 W12 W13 T1 T3 B2 1 2 3 4 5 6 7 8 9 10 11 12 21 20 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T04 Truss Type ROOF SPECIAL Qty 5 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:22 2018 Page 2 ID:490hraxo9ofAxAldCy0fEhyHstt-jmfbwGWWKSsQdxpWoD?w1DZI6SDXj5dgHVYhw5yH0QR NOTES- 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T05 Truss Type Roof Special Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:24 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-f9nMLxYns378sFyuve1O6efebFv?B?6zlp1o__yH0QP Scale = 1:83.0 T2 T2 B1 B3 B4 B5 W1 W2 W3 W4 W5 W7 W6 W8 W9 W10 W11 W12 W13 T1 T3 1 B2 2 3 4 5 6 7 8 9 10 11 13 12 22 21 20 19 18 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T05 Truss Type Roof Special Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:24 2018 Page 2 ID:490hraxo9ofAxAldCy0fEhyHstt-f9nMLxYns378sFyuve1O6efebFv?B?6zlp1o__yH0QP NOTES- 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T06 Truss Type Common Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:25 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-7LKkYHYPcNF?UPX5TLYdfrBj6fGIwVK6zTnLWQyH0QO Scale = 1:78.4 T2 T2 B1 W5 W4 W3 W2 W1 W4 W3 W1 W2 T1 T1 1 B2 B1 2 3 4 5 6 7 8 9 11 10 18 17 16 15 14 13 12 25 26 27 28 29 30 3x6 5x6 3x6 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T07 Truss Type Common Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:26 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-bYu6mdZ1NgNr6Z6H134sB3kur3cXfyYGC7Wu3syH0QN Scale = 1:77.7 T2 T2 B1 W5 W4 W3 W2 W1 W4 W3 W1 W2 T1 T3 1 B2 B1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 24 25 26 27 28 29 3x6 5x6 3x6 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T08 Truss Type Common Qty 6 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:27 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-4kSUzzaf8_VijihTbmb5kGH3vTxvOOoPRnGSbJyH0QM Scale = 1:77.1 T2 T2 B1 W5 W4 W3 W2 W1 W4 W3 W1 W2 T1 T1 B2 B1 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 23 24 25 26 27 28 3x6 5x6 3x6 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T08GE Truss Type Common Structural Gable Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:28 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-Yw0sBJbHvHdZLsGf8T6KGUpFnsJD7mGZgR??7lyH0QL Scale = 1:77.1 T2 T2 B1 W5 W4 W3 W2 W1 W3 W4 W1 W2 ST10 ST11 ST8 ST9 ST6 ST7 ST4 ST3 ST5 ST2 ST1 ST10 ST8 ST6 T1 T1 HW1 B2 B1 HW1 1 2 3 4 5 6 7 8 9 22 21 20 19 18 17 15 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T08GE Truss Type Common Structural Gable Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:29 2018 Page 2 ID:490hraxo9ofAxAldCy0fEhyHstt-07aFOfbvgblQz0rsiBdZphMQXGfSsDWiu5lZfByH0QK NOTES- 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T09 Truss Type Common Qty 4 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:30 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-UJ8db?cYRvtHaAQ2Gu8oMvveVg3jbtPs7lU6CeyH0QJ Scale = 1:29.0 T1 T1 B1 W1 1 2 3 4 5 6 13 14 15 16 17 18 3x6 1.5x4 4x6 3x6 0-2-0 0-2-0 7-7-8 7-5-8 15-3-0 7-7-8 -0-10-8 0-10-8 7-7-8 7-7-8 15-3-0 7-7-8 16-1-8 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T09GE Truss Type Common Supported Gable Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:31 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-yVi?pLdACC?8CK?Eqcf1u6RwV4USKLk?MPEfk4yH0QI Scale = 1:27.4 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 4x4 3x4 3x4 15-3-0 15-3-0 -0-10-8 0-10-8 7-7-8 7-7-8 15-3-0 7-7-8 16-1-8 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T10 Truss Type COMMON Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:32 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-QiGN0geozW7?qUaRNJBGRK_yxUgI3my8a3zDGWyH0QH Scale = 1:50.2 T2 T2 B1 W2 W1 W2 W1 T1 T3 1 B2 2 3 4 5 6 7 8 11 10 9 18 19 20 21 22 23 3x4 4x6 3x4 3x4 3x4 1.5x4 3x4 1.5x4 3x8 3x8 0-2-0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T10GE Truss Type COMMON STRUCTURAL GA Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:33 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-uuplE0fQkqFsRd8dx1iVzXX8At38o5LIpjjmoyyH0QG Scale = 1:54.9 T2 T3 B1 W3 W2 W1 W1 W2 ST1 ST2 ST2 ST3 ST1 ST4 ST5 ST6 ST7 T1 1 B2 2 3 4 5 6 7 17 16 1413 12 11 10 9 8 35 36 37 38 39 40 15 3x4 4x4 3x6 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T11 Truss Type COMMON Qty 7 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:34 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-M4N8RMf2V7Nj3njpVkDkWl3IrHLnXgSR2NTJLPyH0QF Scale = 1:50.1 T1 T2 B1 W2 W1 W2 W1 T3 B2 1 2 3 4 5 6 9 8 7 16 17 18 19 20 21 3x6 3x4 3x4 4x6 3x4 1.5x4 3x4 1.5x4 3x6 0-2-0 0-2-0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T12 Truss Type Common Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:35 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-rGxWfiggGRVahxI03Skz2ycVfhm9G8ibH1CttryH0QE Scale = 1:28.4 T1 T1 B1 W1 1 2 3 4 5 6 13 14 15 16 17 18 3x6 3x6 1.5x4 4x4 7-5-8 7-5-8 14-11-0 7-5-8 -0-10-8 0-10-8 7-5-8 7-5-8 14-11-0 7-5-8 15-9-8 0-10-8 0-4-4 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T12GE Truss Type Common Supported Gable Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:36 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-JTVus2hI1ldRI5tCc9FCb99mR5Bl?c?kVgyQPHyH0QD Scale = 1:26.9 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 4x4 3x4 3x4 14-11-0 14-11-0 -0-10-8 0-10-8 7-5-8 7-5-8 14-11-0 7-5-8 15-9-8 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T13 Truss Type Common Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:37 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-nf3G3Oixo2lIwFSOAsmR8NhmIVMCk0eukKh_ykyH0QC Scale = 1:53.4 T2 T2 B1 W2 W1 W2 W1 T1 T1 1 B2 2 3 4 5 6 7 8 9 12 11 10 19 20 21 22 23 24 3x4 4x6 3x4 3x8 3x5 3x4 1.5x4 3x4 1.5x4 3x8 10-1-12 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T13GE Truss Type Common Structural Gable Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:38 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-FrdeHkiZZMt8YP1akaHggaEzQum4TMU1z_RXUAyH0QB Scale = 1:57.7 T2 T2 B1 W3 W2 W1 W1 W2 ST4 ST5 ST2 ST1 ST3 ST4 ST5 ST2 ST3 ST1 ST6 ST7 T1 T1 1 B2 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 40 41 42 43 44 45 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T14 Truss Type COMMON GIRDER Qty 1 Ply 3 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:40 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-BEkPiQkp4z8sniBzr?K8l?JFyiOixCCKQIweY2yH0Q9 Scale = 1:55.9 T2 T2 B1 W5 W4 W3 W2 W1 W3 W4 W1 W2 T1 T1 B2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 20 21 22 23 24 25 26 27 28 29 30 31 32 33 3x8 6x8 3x8 5x12 MT18H 8x8 12x12 4x6 8x8 5x6 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss T14 Truss Type COMMON GIRDER Qty 1 Ply 3 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:40 2018 Page 2 ID:490hraxo9ofAxAldCy0fEhyHstt-BEkPiQkp4z8sniBzr?K8l?JFyiOixCCKQIweY2yH0Q9 NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1707 lb uplift at joint 1 and 1983 lb uplift at joint 9. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1110 lb down and 181 lb up at 0-11-4, 1110 lb down and 182 lb up at 2-11-4, 1110 lb down and 182 lb up at 4-11-4, 1110 lb down and 182 lb up at 6-11-4, 1110 lb down and 182 lb up at 8-11-4, 1110 lb down and 182 lb up at 10-11-4, 1110 lb down and 182 lb up at 12-11-4, 1110 lb down and 182 lb up at 14-11-4, 1175 lb down and 228 lb up at 15-0-12, 1643 lb down and 257 lb up at 16-11-4, 1643 lb down and 257 lb up at 18-11-4, 1643 lb down and 257 lb up at 20-11-4, 1643 lb down and 257 lb up at 22-11-4, 1643 lb down and 257 lb up at 24-11-4, and 1643 lb down and 257 lb up at 26-11-4, and 1643 lb down and 257 lb up at 28-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-51, 5-9=-51, 1-9=-20 Concentrated Loads (lb) Vert: 12=-2034(F=-980) 17=-980 19=-1452(F) 22=-980(F) 23=-980(F) 24=-980(F) 25=-980(F) 26=-980(F) 27=-980(F) 28=-1452(F) 29=-1452(F) 30=-1452(F) 31=-1452(F) 32=-1452(F) 33=-1452(F) 01/07/19 Mike Sheeks DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V01 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:41 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-fQInvllRrHGjPsm9PirNIDsYD6s?gqKTfyfB5VyH0Q8 Scale = 1:52.4 T2 W1 B1 ST3 ST2 ST1 T1 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 3x4 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 17-4-0 17-4-0 17-4-0 17-4-0 0-0-4 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V02 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:42 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-7ds975m3cbOa00KMzQMcrQOj6WD0PJfducPldxyH0Q7 Scale = 1:40.6 T1 W1 B1 ST2 ST1 1 2 3 4 7 6 5 8 9 3x4 3x4 1.5x4 2x4 1.5x4 1.5x4 1.5x4 13-4-0 13-4-0 0-0-4 6-8-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V03 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:43 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-cpQXKRmhNuWReAvYX7trNexw_vZy8mIm6G8I9NyH0Q6 Scale = 1:29.6 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x4 1.5x4 1.5x4 9-4-0 9-4-0 0-0-4 4-8-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V04 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:44 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-4?_vXnnK8CeIGKUk4rO4wrU4dJuItEmvLwurhqyH0Q5 Scale = 1:17.1 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 5-4-0 5-4-0 0-0-4 2-8-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V05 Truss Type Valley Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:45 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-YCYIl7oyvWm9tT3xeYvJS30IQjGIcfN3aadPEGyH0Q4 Scale = 1:41.6 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 8 7 6 9 10 11 12 3x4 4x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-4 0-0-4 12-9-4 12-9-0 6-4-10 6-4-10 12-9-4 6-4-10 0-0-4 6-4-10 0-0-4 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V06 Truss Type Valley Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:46 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-0O6gyTpagpu0Vde7CFRY?GZSN7bZL6nCpENymiyH0Q3 Scale = 1:35.9 T1 T1 B1 ST2 1 ST1 ST1 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 4x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-4 0-0-4 10-9-4 10-9-0 5-4-10 5-4-10 10-9-4 5-4-10 0-0-4 5-4-10 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V07 Truss Type Valley Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:47 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-Uag2AppCR70t7nDJmzynYU6ckXwB4adM1u6WI8yH0Q2 Scale = 1:30.2 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 2x4 4x4 2x4 1.5x4 0-0-4 0-0-4 8-9-4 8-9-0 4-4-10 4-4-10 8-9-4 4-4-10 0-0-4 4-4-10 0-0-4 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V08 Truss Type Valley Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:47 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-Uag2AppCR70t7nDJmzynYU6epXx94a1M1u6WI8yH0Q2 Scale: 1/2"=1' T1 T1 B1 ST1 1 2 3 4 2x4 4x4 2x4 1.5x4 0-0-4 0-0-4 6-9-4 6-9-0 3-4-10 3-4-10 6-9-4 3-4-10 0-0-4 3-4-10 0-0-4 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V09 Truss Type Valley Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:48 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-ynDQN9qqCR8kkxoVJgT04heq0wI4p1UVGYs3qbyH0Q1 Scale = 1:14.7 T1 T1 B1 ST1 1 2 3 4 2x4 4x4 1.5x4 2x4 4-9-0 4-9-0 4-9-4 0-0-4 2-4-10 2-4-10 4-9-4 2-4-10 0-0-4 2-4-10 0-0-4 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V10 Truss Type Valley Qty 2 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:49 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-QznobUrSzkGbM5NitO_FdvB?ZKeEYU?fVCbcN1yH0Q0 Scale = 1:9.8 T1 T1 B1 1 2 3 2x4 3x4 2x4 2-9-0 2-9-0 2-9-4 0-0-4 1-4-10 1-4-10 2-9-4 1-4-10 0-0-4 1-4-10 0-0-4 12.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V11 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:50 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-u9LBoqs4k2OS_FyuR5VU96kANk_dHxFojsLAvTyH0Q? Scale = 1:9.1 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-4 0-0-4 2-6-1 2-5-13 1-3-0 1-3-0 2-6-1 1-3-0 0-0-4 1-3-0 0-0-4 12.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V12 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:51 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-NLvZ0AtjVMWIcOX4?p0jiKGHT8H30LRxyW4jRwyH0Q_ Scale: 1/4"=1' T1 T1 B1 ST3 ST2 ST1 ST2 ST1 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 3x4 4x4 3x4 3x4 0-0-8 0-0-8 28-4-0 28-3-8 14-2-0 14-2-0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V13 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:52 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-rYTxDWtLGfe9DY5HYWXyFXpUTYezlpb5BAqGyMyH0Pz Scale = 1:41.9 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 B2 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 3x4 4x4 3x4 5x6 0-0-8 0-0-8 24-4-0 24-3-8 12-2-0 12-2-0 24-4-0 12-2-0 0-0-4 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V14 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:53 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-Jk1JQsuz0zm0rigT6D3BnlMcpxyVUHcEQqZqVoyH0Py Scale = 1:35.0 T1 T1 B1 ST2 ST1 ST1 B2 1 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 4x4 3x4 5x6 1.5x4 1.5x4 1.5x4 1.5x4 0-0-8 0-0-8 20-4-0 20-3-8 10-2-0 10-2-0 20-4-0 10-2-0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V15 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:54 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-nwbheCvbnHutTsFfgxaQKyuqkLKWDkCOeUJN1EyH0Px Scale = 1:28.2 T1 T1 B1 ST2 ST1 ST1 B2 1 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 4x4 3x4 5x6 1.5x4 1.5x4 1.5x4 1.5x4 16-3-8 16-3-8 16-4-0 0-0-8 8-2-0 8-2-0 16-4-0 8-2-0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V16 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:55 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-F784rYwDYa1k40qsEe5fsARyyldEyBGXt82xZhyH0Pw Scale = 1:21.3 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 3x4 4x6 3x4 1.5x4 0-0-8 0-0-8 12-4-0 12-3-8 6-2-0 6-2-0 12-4-0 6-2-0 0-0-4 3-1-0 0-0-4 6.00 12 LOADING (psf) TCLL TCDL DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V17 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:56 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-jJiS3uwrJu9biAP2nMcuPN_9w90phf3h6ooU67yH0Pv Scale = 1:15.7 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 2x4 4x4 1.5x4 2x4 0-0-8 0-0-8 8-4-0 8-3-8 4-2-0 4-2-0 8-4-0 4-2-0 0-0-4 2-1-0 0-0-4 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 DE Job# 62663-W1 Dansco Engineering, LLC Date: 11/21/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1803049-12T Truss V18 Truss Type Valley Qty 1 Ply 1 1803049-12T Estridge Autumn Woods Lot 9 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Nov 21 09:21:57 2018 Page 1 ID:490hraxo9ofAxAldCy0fEhyHstt-BVGqGExT4CHSKJ_EL377ybWNAZMBQ6_qKSX1eZyH0Pu Scale = 1:8.1 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-8 0-0-8 4-4-0 4-3-8 2-2-0 2-2-0 4-4-0 2-2-0 0-0-4 1-1-0 0-0-4 6.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.04 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=109/4-3-0 (min. 0-1-8), 3=109/4-3-0 (min. 0-1-8) Max Horz 1=-14(LC 21) Max Uplift1=-17(LC 16), 3=-17(LC 17) Max Grav 1=123(LC 2), 3=123(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.20 0.11 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=126/8-3-0 (min. 0-1-8), 3=126/8-3-0 (min. 0-1-8), 4=250/8-3-0 (min. 0-1-8) Max Horz 1=-31(LC 17) Max Uplift1=-37(LC 16), 3=-43(LC 17), 4=-6(LC 16) Max Grav 1=143(LC 2), 3=143(LC 2), 4=279(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-2-0, Exterior(2) 4-2-0 to 7-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.34 0.26 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=175/12-3-0 (min. 0-1-8), 3=175/12-3-0 (min. 0-1-8), 4=435/12-3-0 (min. 0-1-8) Max Horz 1=49(LC 16) Max Uplift1=-44(LC 16), 3=-53(LC 17), 4=-37(LC 16) Max Grav 1=202(LC 33), 3=202(LC 34), 4=489(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-304/122 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 6-2-0, Exterior(2) 6-2-0 to 9-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 0-0-4 4-1-0 0-0-4 6.00 12 Plate Offsets (X,Y)-- [8:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.18 0.10 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 46 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-3-0. (lb) - Max Horz 1=-67(LC 21) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-120(LC 16), 6=-126(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=268(LC 2), 8=348(LC 33), 6=358(LC 34) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-257/161, 4-6=-265/167 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 8-2-0, Exterior(2) 8-2-0 to 11-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=120, 6=126. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 0-0-4 5-1-0 0-0-4 6.00 12 Plate Offsets (X,Y)-- [8:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.32 0.21 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 59 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-3-0. (lb) - Max Horz 1=84(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-160(LC 16), 6=-164(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=474(LC 33), 6=481(LC 34) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-335/206, 4-6=-341/210 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 10-2-0, Exterior(2) 10-2-0 to 13-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=160, 6=164. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 6-1-0 0-0-4 6.00 12 Plate Offsets (X,Y)-- [11:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.17 0.10 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 76 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-3-0. (lb) - Max Horz 1=102(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 1 except 11=-116(LC 16), 12=-110(LC 16), 9=-118(LC 17), 8=-111(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=277(LC 2), 11=332(LC 33), 12=335(LC 2), 9=337(LC 34), 8=333(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-256/166, 5-9=-260/169 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 12-2-0, Exterior(2) 12-2-0 to 15-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 11=116, 12=110, 9=118, 8=111. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 28-4-0 14-2-0 0-0-4 7-1-0 0-0-4 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.31 0.21 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 92 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-3-0. (lb) - Max Horz 1=119(LC 20) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 12=-104(LC 16), 13=-153(LC 16), 9=-103(LC 17), 8=-153(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=297(LC 2), 12=292(LC 22), 13=459(LC 2), 9=292(LC 23), 8=459(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-13=-322/198, 6-8=-322/198 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) 12=104, 13=153, 9=103, 8=153. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.01 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=64/2-5-9 (min. 0-1-8), 3=64/2-5-9 (min. 0-1-8) Max Horz 1=-24(LC 12) Max Uplift1=-7(LC 16), 3=-7(LC 17) Max Grav 1=72(LC 2), 3=72(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1 and 7 lb uplift at joint 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.02 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=73/2-8-12 (min. 0-1-8), 3=73/2-8-12 (min. 0-1-8) Max Horz 1=-27(LC 14) Max Uplift1=-8(LC 16), 3=-8(LC 16) Max Grav 1=83(LC 2), 3=83(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1 and 8 lb uplift at joint 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.07 0.04 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=86/4-8-12 (min. 0-1-8), 3=86/4-8-12 (min. 0-1-8), 4=117/4-8-12 (min. 0-1-8) Max Horz 1=53(LC 13) Max Uplift1=-27(LC 17), 3=-27(LC 17) Max Grav 1=98(LC 2), 3=98(LC 2), 4=129(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 1 and 27 lb uplift at joint 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.16 0.08 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=128/6-8-12 (min. 0-1-8), 3=128/6-8-12 (min. 0-1-8), 4=174/6-8-12 (min. 0-1-8) Max Horz 1=-79(LC 12) Max Uplift1=-40(LC 17), 3=-40(LC 17) Max Grav 1=147(LC 2), 3=147(LC 2), 4=192(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 1 and 40 lb uplift at joint 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.29 0.14 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=170/8-8-12 (min. 0-1-8), 3=170/8-8-12 (min. 0-1-8), 4=232/8-8-12 (min. 0-1-8) Max Horz 1=-105(LC 12) Max Uplift1=-53(LC 17), 3=-53(LC 17) Max Grav 1=195(LC 2), 3=195(LC 2), 4=255(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 4-4-10, Exterior(2) 4-4-10 to 7-4-10 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 1 and 53 lb uplift at joint 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 0-0-4 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.21 0.10 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 36 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-8-12. (lb) - Max Horz 1=-131(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-128(LC 14), 5=-106(LC 15), 8=-269(LC 16), 6=-269(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=389(LC 29), 6=389(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-386/310, 4-6=-386/310 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 5-4-10, Exterior(2) 5-4-10 to 8-4-10 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 1, 106 lb uplift at joint 5, 269 lb uplift at joint 8 and 269 lb uplift at joint 6. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.15 0.11 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 46 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-8-12. (lb) - Max Horz 1=-158(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-225(LC 16), 6=-225(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=344(LC 29), 6=344(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-321/267, 4-6=-321/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 6-4-10, Exterior(2) 6-4-10 to 9-4-10 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=225, 6=225. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.35 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=161/5-3-8 (min. 0-1-8), 3=161/5-3-8 (min. 0-1-8) Max Horz 1=95(LC 13) Max Uplift1=-26(LC 16), 3=-50(LC 16) Max Grav 1=182(LC 2), 3=182(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-2-4 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.28 0.16 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=131/9-3-8 (min. 0-1-8), 4=93/9-3-8 (min. 0-1-8), 5=381/9-3-8 (min. 0-1-8) Max Horz 1=178(LC 13) Max Uplift4=-27(LC 13), 5=-146(LC 16) Max Grav 1=151(LC 30), 4=112(LC 22), 5=431(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-323/231 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 9-2-4 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=146. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.42 0.14 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 46 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-3-8. (lb) - Max Horz 1=262(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 5 except 6=-107(LC 16), 7=-135(LC 16) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=318(LC 2), 7=400(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-304/187, 2-8=-287/210 WEBS 2-7=-284/179 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 13-2-4 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=107, 7=135. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 8-8-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.42 0.19 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 65 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. WEBS 1 Row at midpt 6-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-3-8. (lb) - Max Horz 1=345(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 7, 9 except 8=-119(LC 16), 11=-138(LC 16) Max Grav All reactions 250 lb or less at joint(s) 7, 1 except 8=370(LC 22), 9=288(LC 2), 11=407(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-385/237, 2-12=-369/261, 2-3=-302/177, 3-4=-290/210 WEBS 5-8=-282/171, 2-11=-289/178 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 17-2-4 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 9 except (jt=lb) 8=119, 11=138. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 3x8 4x6 8x8 5x6 3x8 5x12 MT18H 5-6-11 5-6-11 10-3-2 4-8-6 14-11-8 4-8-6 19-7-14 4-8-6 24-4-5 4-8-6 29-11-0 5-6-11 5-6-11 5-6-11 10-3-2 4-8-6 14-11-8 4-8-6 19-7-14 4-8-6 24-4-5 4-8-6 29-11-0 5-6-11 0-4-4 7-10-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [1:0-3-12,0-2-12], [4:0-1-12,0-1-12], [6:0-1-12,0-1-12], [9:0-3-12,0-2-12], [10:0-5-8,0-1-8], [11:0-3-8,0-5-4], [12:0-6-0,0-6-4], [14:0-3-8,0-5-4], [15:0-5-8 ,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.91 0.71 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.65 0.17 (loc) 11-12 11-12 9 l/defl >999 >551 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 540 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E *Except* T1: 2x4 SPF 2100F 1.8E BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W5: 2x4 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=9718/0-5-8 (min. 0-3-1), 9=11459/0-5-8 (min. 0-3-9) Max Horz 1=-132(LC 38) Max Uplift1=-1707(LC 12), 9=-1983(LC 13) Max Grav 1=10992(LC 2), 9=12959(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-21658/3367, 2-3=-17783/2763, 3-4=-17720/2776, 4-20=-14466/2278, 5-20=-14412/2297, 5-21=-14412/2300, 6-21=-14466/2280, 6-7=-19239/2986, 7-8=-19289/2973, 8-9=-24757/3796 BOT CHORD 1-22=-3070/19357, 22-23=-3070/19357, 15-23=-3070/19357, 15-24=-3070/19357, 24-25=-3070/19357, 14-25=-3070/19357, 14-26=-2443/15849, 26-27=-2443/15849, 13-27=-2443/15849, 12-13=-2443/15849, 12-28=-2520/17208, 28-29=-2520/17208, 11-29=-2520/17208, 11-30=-3323/22137, 30-31=-3323/22137, 10-31=-3323/22137, 10-32=-3323/22137, 32-33=-3323/22137, 9-33=-3323/22137 WEBS 5-12=-1945/12567, 6-12=-6323/1070, 6-11=-955/6508, 8-11=-5669/948, 8-10=-687/4901, 4-12=-4335/792, 4-14=-657/4377, 2-14=-4035/722, 2-15=-480/3404 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 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. Continued on page 2 01/07/19 Mike Sheeks 3x4 4x4 3x4 3x6 3x4 3x8 3x4 3x4 3x8 8-11-8 8-11-8 14-11-8 6-0-0 15-5-8 0-6-0 20-11-8 5-6-0 29-11-0 8-11-8 -0-10-8 0-10-8 8-11-8 8-11-8 14-11-8 6-0-0 20-11-8 6-0-0 29-11-0 8-11-8 30-9-8 0-10-8 0-4-4 7-10-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [2:0-6-0,0-0-13], [8:0-8-0,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.65 0.53 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.29 0.01 (loc) 10-39 10-39 8 l/defl >999 >614 n/a L/d 240 180 n/a PLATES MT20 Weight: 149 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 10-11,8-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-5-8 except (jt=length) 8=0-5-8. (lb) - Max Horz 2=-140(LC 17) Max Uplift All uplift 100 lb or less at joint(s) except 2=-100(LC 16), 11=-167(LC 17), 15=-156(LC 16), 8=-135(LC 17) Max Grav All reactions 250 lb or less at joint(s) 13, 14 except 2=416(LC 34), 11=1077(LC 2), 11=950(LC 1), 15=257(LC 34), 16=258(LC 7), 8=589(LC 35), 2=346(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-42=0/264, 5-43=0/264, 7-45=-381/115, 8-45=-492/74 BOT CHORD 10-11=0/341, 8-10=0/341 WEBS 5-11=-455/49, 7-11=-653/226, 7-10=0/316, 3-11=-252/136, 3-15=-295/174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 14-11-8, Exterior(2) 14-11-8 to 17-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 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 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 2, 167 lb uplift at joint 11, 156 lb uplift at joint 15, 135 lb uplift at joint 8 and 100 lb uplift at joint 2. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 10-1-12 19-9-4 9-7-7 29-11-0 10-1-12 -0-10-8 0-10-8 7-8-15 7-8-15 14-11-8 7-2-9 22-2-1 7-2-9 29-11-0 7-8-15 30-9-8 0-10-8 0-4-4 7-10-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [2:0-4-13,0-1-8], [8:0-4-13,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.80 0.82 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.47 0.09 (loc) 12-15 10-12 8 l/defl >999 >771 n/a L/d 240 180 n/a PLATES MT20 Weight: 107 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1103/0-5-8 (min. 0-2-1), 8=1103/0-5-8 (min. 0-2-1) Max Horz 2=-140(LC 17) Max Uplift2=-192(LC 16), 8=-192(LC 17) Max Grav 2=1249(LC 2), 8=1249(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-2011/270, 3-19=-1838/304, 3-4=-1775/287, 4-20=-1683/302, 20-21=-1668/304, 5-21=-1660/323, 5-22=-1659/323, 22-23=-1668/305, 6-23=-1683/302, 6-7=-1775/287, 7-24=-1838/304, 8-24=-2011/270 BOT CHORD 2-12=-295/1718, 11-12=-69/1143, 10-11=-69/1143, 8-10=-174/1718 WEBS 5-10=-141/663, 7-10=-430/278, 5-12=-141/663, 3-12=-430/277 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 14-11-8, Exterior(2) 14-11-8 to 17-11-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=192, 8=192. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 0-10-8 0-4-4 4-1-0 0-4-4 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.11 0.07 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 53 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-11-0. (lb) - Max Horz 2=73(LC 20) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 11 except 14=267(LC 2), 10=267(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -0-10-8 to 2-1-8, Exterior(2) 2-1-8 to 7-5-8, Corner(3) 7-5-8 to 10-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 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 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 4-1-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [2:0-6-0,0-0-5], [4:0-6-0,0-0-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.49 0.41 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.13 0.01 (loc) 6-9 6-9 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 43 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=572/0-5-8 (min. 0-1-8), 4=573/0-5-8 (min. 0-1-8) Max Horz 2=73(LC 20) Max Uplift2=-113(LC 16), 4=-113(LC 17) Max Grav 2=649(LC 2), 4=649(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-726/97, 13-14=-628/113, 14-15=-621/114, 3-15=-595/130, 3-16=-595/130, 16-17=-621/114, 17-18=-628/113, 4-18=-726/97 BOT CHORD 2-6=-10/561, 4-6=-10/561 WEBS 3-6=0/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 7-5-8, Exterior(2) 7-5-8 to 10-5-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=113, 4=113. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 9-7-2 9-5-2 18-7-14 9-0-13 28-3-0 9-7-2 7-3-15 7-3-15 14-1-8 6-9-9 20-11-1 6-9-9 28-3-0 7-3-15 0-4-4 7-5-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [1:0-0-8,0-0-3], [6:0-0-8,0-0-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.63 0.74 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.39 0.08 (loc) 7-15 7-9 6 l/defl >999 >878 n/a L/d 240 180 n/a PLATES MT20 Weight: 98 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1000/0-3-8 (min. 0-1-14), 6=1000/0-5-8 (min. 0-1-14) Max Horz 1=-124(LC 17) Max Uplift1=-162(LC 16), 6=-162(LC 17) Max Grav 1=1130(LC 2), 6=1130(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1897/272, 2-16=-1735/295, 2-17=-1675/294, 17-18=-1574/296, 3-18=-1571/312, 3-19=-1571/312, 19-20=-1574/296, 4-20=-1585/294, 4-5=-1675/279, 5-21=-1735/295, 6-21=-1897/272 BOT CHORD 1-9=-285/1621, 8-9=-72/1079, 7-8=-72/1079, 6-7=-179/1621 WEBS 3-7=-134/626, 5-7=-406/262, 3-9=-133/626, 2-9=-406/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-1-8, Exterior(2) 14-1-8 to 17-1-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=162, 6=162. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 3x6 3x6 3x8 3x4 3x4 8-1-8 8-1-8 14-1-8 6-0-0 15-1-0 0-11-8 20-1-8 5-0-8 28-3-0 8-1-8 -0-10-8 0-10-8 8-1-8 8-1-8 14-1-8 6-0-0 20-1-8 6-0-0 28-3-0 8-1-8 0-4-4 7-5-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [2:0-2-5,0-1-8], [7:0-2-5,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.56 0.45 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.20 0.02 (loc) 17-34 17-34 15 l/defl >999 >893 n/a L/d 240 180 n/a PLATES MT20 Weight: 129 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 2-17,16-17. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-5-8 except (jt=length) 2=0-5-8, 15=0-3-8. (lb) - Max Horz 2=140(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 7, 9, 8 except 2=-133(LC 16), 11=-143(LC 17), 13=-218(LC 2), 15=-137(LC 16) Max Grav All reactions 250 lb or less at joint(s) 7, 13, 12, 10, 9, 8, 7 except 2=735(LC 2), 11=805(LC 2), 15=557(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-35=-886/99, 3-35=-787/135, 3-4=-299/111, 6-39=-299/111 BOT CHORD 2-17=-133/704, 16-17=-133/704 WEBS 6-16=-7/345, 6-11=-779/171, 3-16=-636/220, 3-17=0/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 14-1-8, Exterior(2) 14-1-8 to 17-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 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 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 9, 8, 7 except (jt=lb) 2=133, 11=143, 13=218, 15=137. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 0-2-0 9-7-2 9-5-2 18-7-14 9-0-13 28-3-0 9-7-2 -0-10-8 0-10-8 7-3-15 7-3-15 14-1-8 6-9-9 20-11-1 6-9-9 28-3-0 7-3-15 0-4-4 7-5-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [2:0-4-13,0-1-8], [8:0-4-13,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.65 0.74 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.39 0.08 (loc) 9-14 9-11 8 l/defl >999 >876 n/a L/d 240 180 n/a PLATES MT20 Weight: 100 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1000/0-5-8 (min. 0-1-14), 2=1045/0-3-8 (min. 0-1-15) Max Horz 2=140(LC 20) Max Uplift8=-162(LC 17), 2=-182(LC 16) Max Grav 8=1130(LC 2), 2=1183(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1895/257, 3-18=-1733/289, 3-4=-1673/274, 4-19=-1583/288, 19-20=-1573/290, 5-20=-1569/307, 5-21=-1570/312, 21-22=-1574/295, 6-22=-1589/293, 6-7=-1674/279, 7-23=-1734/295, 8-23=-1896/272 BOT CHORD 2-11=-284/1619, 10-11=-72/1079, 9-10=-72/1079, 8-9=-177/1620 WEBS 5-9=-134/626, 7-9=-406/262, 5-11=-133/624, 3-11=-405/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 14-1-8, Exterior(2) 14-1-8 to 17-1-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=162, 2=182. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 0-10-8 0-4-4 4-2-0 0-4-4 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.12 0.08 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 54 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-3-0. (lb) - Max Horz 2=75(LC 20) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 11 except 14=281(LC 2), 10=281(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -0-10-8 to 2-1-8, Exterior(2) 2-1-8 to 7-7-8, Corner(3) 7-7-8 to 10-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 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 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 0-10-8 0-4-4 4-2-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [2:0-2-5,0-1-8], [4:0-2-5,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.52 0.43 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.14 0.02 (loc) 6-9 6-9 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 44 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=584/0-5-8 (min. 0-1-8), 2=584/0-3-8 (min. 0-1-8) Max Horz 2=75(LC 20) Max Uplift4=-115(LC 17), 2=-115(LC 16) Max Grav 4=663(LC 2), 2=662(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-743/96, 13-14=-642/113, 14-15=-633/115, 3-15=-608/131, 3-16=-608/131, 16-17=-633/115, 17-18=-642/113, 4-18=-743/96 BOT CHORD 2-6=-10/574, 4-6=-10/574 WEBS 3-6=0/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 7-7-8, Exterior(2) 7-7-8 to 10-7-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=115, 2=115. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 14 13 12 11 10 48 49 50 51 52 53 16 3x6 5x6 3x6 3x8 3x6 3x8 3x4 3x4 3x4 3x4 3x5 3x5 3x6 3x6 8-9-8 8-9-8 13-6-0 4-8-8 14-9-8 1-3-8 20-9-8 6-0-0 26-9-8 6-0-0 32-9-8 6-0-0 41-7-0 8-9-8 8-9-8 8-9-8 14-9-8 6-0-0 20-9-8 6-0-0 26-9-8 6-0-0 32-9-8 6-0-0 41-7-0 8-9-8 0-4-4 10-9-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [1:0-8-0,0-0-13], [9:0-2-5,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.73 0.69 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.34 0.06 (loc) 10-47 10-47 9 l/defl >999 >980 n/a L/d 240 180 n/a PLATES MT20 Weight: 237 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4 SPF Stud OTHERS 2x4 SPF Stud WEDGE Left: 2x4 SPF Stud, Right: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-9-8 except (jt=length) 9=0-5-8, 16=0-3-8. (lb) - Max Horz 1=-183(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 1, 21, 22 except 19=-257(LC 16), 17=-506(LC 2), 9=-208(LC 17), 16=-148(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 17, 18, 20, 21, 22, 1 except 19=1377(LC 2), 9=1195(LC 2), 16=897(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-48=-91/363, 2-48=-68/496, 2-3=-524/145, 3-4=-379/173, 4-49=-861/243, 49-50=-781/256, 5-50=-776/272, 5-51=-776/262, 51-52=-781/246, 6-52=-861/233, 6-7=-1239/295, 7-8=-1384/266, 8-53=-1831/318, 9-53=-1945/279 BOT CHORD 1-22=-351/186, 21-22=-351/186, 20-21=-351/186, 19-20=-351/186, 18-19=-351/186, 17-18=-351/186, 16-17=-351/186, 15-16=-351/186, 14-15=-26/399, 13-14=-26/399, 12-13=-19/1159, 11-12=-19/1159, 10-11=-168/1638, 9-10=-168/1638 WEBS 5-13=-107/403, 6-13=-750/262, 6-11=-51/481, 8-11=-596/203, 8-10=0/298, 4-13=-35/525, 4-15=-882/150, 2-15=-26/914, 2-19=-1355/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-9-8, Exterior(2) 20-9-8 to 23-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 21, 22, 1 except (jt=lb) 19=257, 17=506, 9=208, 16=148. Continued on page 2 01/07/19 Mike Sheeks 3x8 3x6 3x8 3x4 3x4 3x4 1.5x4 3x4 3x4 3x4 1.5x4 3x6 3x8 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 27-6-9 6-9-1 34-3-10 6-9-1 41-7-0 7-3-6 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 27-6-9 6-9-1 34-3-10 6-9-1 41-7-0 7-3-6 0-4-4 10-9-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [1:0-8-0,0-0-5], [9:0-8-0,0-0-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.80 0.82 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.56 0.22 (loc) 13 11-13 9 l/defl >999 >893 n/a L/d 240 180 n/a PLATES MT20 Weight: 177 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W1: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-10 oc bracing. WEBS 1 Row at midpt 6-13, 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1472/Mechanical, 9=1472/Mechanical Max Horz 1=-183(LC 17) Max Uplift1=-237(LC 16), 9=-237(LC 17) Max Grav 1=1663(LC 2), 9=1663(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-3077/383, 2-23=-2982/406, 2-3=-2525/350, 3-4=-2362/382, 4-24=-1930/347, 24-25=-1831/363, 5-25=-1830/380, 5-26=-1830/380, 26-27=-1831/363, 6-27=-1930/347, 6-7=-2362/382, 7-8=-2525/350, 8-28=-2982/408, 9-28=-3077/385 BOT CHORD 1-16=-451/2668, 15-16=-451/2668, 14-15=-278/2181, 13-14=-278/2181, 12-13=-144/2181, 11-12=-144/2181, 10-11=-270/2668, 9-10=-270/2668 WEBS 5-13=-164/1270, 6-13=-795/279, 6-11=-13/474, 8-11=-562/199, 8-10=0/260, 4-13=-795/278, 4-15=-13/474, 2-15=-562/197, 2-16=0/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-9-8, Exterior(2) 20-9-8 to 23-9-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=237, 9=237. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 3x8 3x6 3x8 3x4 3x4 3x4 1.5x4 3x4 3x4 3x4 1.5x4 3x6 3x8 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 27-6-9 6-9-1 34-3-10 6-9-1 41-7-0 7-3-6 -0-10-8 0-10-8 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 27-6-9 6-9-1 34-3-10 6-9-1 41-7-0 7-3-6 0-4-4 10-9-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [2:0-8-0,0-0-9], [10:0-8-0,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.82 0.83 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.56 0.22 (loc) 14 12-14 10 l/defl >999 >893 n/a L/d 240 180 n/a PLATES MT20 Weight: 178 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W1: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-13 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1517/0-5-8 (min. 0-2-13), 10=1472/Mechanical Max Horz 2=199(LC 20) Max Uplift2=-257(LC 16), 10=-237(LC 17) Max Grav 2=1716(LC 2), 10=1663(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-3074/373, 3-24=-2979/405, 3-4=-2524/346, 4-5=-2361/379, 5-25=-1930/346, 25-26=-1831/362, 6-26=-1829/378, 6-27=-1829/380, 27-28=-1831/363, 7-28=-1930/347, 7-8=-2361/382, 8-9=-2524/349, 9-29=-2982/408, 10-29=-3076/385 BOT CHORD 2-17=-450/2665, 16-17=-450/2665, 15-16=-278/2180, 14-15=-278/2180, 13-14=-142/2180, 12-13=-142/2180, 11-12=-270/2667, 10-11=-270/2667 WEBS 6-14=-164/1270, 7-14=-795/279, 7-12=-13/474, 9-12=-562/199, 9-11=0/260, 5-14=-795/278, 5-16=-13/474, 3-16=-560/196, 3-17=0/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 20-9-8, Exterior(2) 20-9-8 to 23-9-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=257, 10=237. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 3x8 3x6 3x8 3x4 3x4 3x4 1.5x4 3x4 3x4 3x4 1.5x4 3x6 3x8 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 27-6-9 6-9-1 34-3-10 6-9-1 41-7-0 7-3-6 -0-10-8 0-10-8 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 27-6-9 6-9-1 34-3-10 6-9-1 41-7-0 7-3-6 42-5-8 0-10-8 0-4-4 10-9-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [2:0-8-0,0-0-9], [10:0-8-0,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.82 0.83 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.56 0.22 (loc) 15 15-17 10 l/defl >999 >894 n/a L/d 240 180 n/a PLATES MT20 Weight: 180 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W1: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-5-11 oc bracing. WEBS 1 Row at midpt 7-15, 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1517/0-5-8 (min. 0-2-13), 10=1517/0-5-8 (min. 0-2-13) Max Horz 2=191(LC 20) Max Uplift2=-257(LC 16), 10=-257(LC 17) Max Grav 2=1716(LC 2), 10=1716(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-3073/373, 3-25=-2979/405, 3-4=-2523/346, 4-5=-2360/379, 5-26=-1929/346, 26-27=-1830/361, 6-27=-1828/378, 6-28=-1828/378, 28-29=-1830/361, 7-29=-1929/346, 7-8=-2360/379, 8-9=-2523/346, 9-30=-2979/407, 10-30=-3073/375 BOT CHORD 2-18=-443/2664, 17-18=-443/2664, 16-17=-270/2179, 15-16=-270/2179, 14-15=-131/2179, 13-14=-131/2179, 12-13=-254/2664, 10-12=-254/2664 WEBS 6-15=-163/1269, 7-15=-795/278, 7-13=-13/474, 9-13=-560/198, 9-12=0/259, 5-15=-795/278, 5-17=-13/474, 3-17=-560/196, 3-18=0/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 20-9-8, Exterior(2) 20-9-8 to 23-9-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=257, 10=257. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 17 16 15 14 30 31 32 33 34 35 3x6 5x6 3x8 4x6 2x4 2x4 6x8 5x12 MT18H 3x4 1.5x4 3x4 3x4 5x8 6x8 4x4 3x4 4x4 4x8 3x10 2x4 13-4-0 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 25-5-8 4-8-0 29-10-14 4-5-6 34-4-5 4-5-6 38-9-11 4-5-6 41-7-0 2-9-5 -0-10-8 0-10-8 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 25-5-8 4-8-0 29-10-14 4-5-6 34-4-5 4-5-6 38-9-11 4-5-6 41-7-0 2-9-5 42-5-8 0-10-8 0-4-4 10-9-0 0-4-4 0-8-0 6.00 12 3.45 12 Plate Offsets (X,Y)-- [2:0-8-0,0-0-9], [8:0-2-0,0-3-4], [8:0-0-0,0-1-12], [12:0-0-11,Edge], [14:0-6-0,0-1-8], [17:0-2-12,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.42 0.83 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.54 0.26 (loc) 16-17 16-17 12 l/defl >999 >929 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 226 lb FT = 20% GRIP 185/144 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* T3: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF 2100F 1.8E *Except* B3: 2x4 HF/SPF No.2, B4: 2x6 SP 2400F 2.0E B5: 2x4 SP 2400F 2.0E, F1: 2x6 SPF No.2 WEBS 2x4 SPF Stud *Except* W2,W4,W5,W6: 2x4 HF/SPF No.2, W13: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1524/0-5-8 (min. 0-2-3), 12=1509/0-5-8 (min. 0-1-8) Max Horz 2=-191(LC 17) Max Uplift2=-257(LC 16), 12=-254(LC 17) Max Grav 2=1725(LC 2), 12=1707(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-30=-3093/387, 3-30=-2999/409, 3-4=-2544/371, 4-5=-2381/404, 5-31=-1955/370, 31-32=-1885/380, 6-32=-1854/403, 6-33=-2491/508, 7-33=-2503/483, 7-34=-2391/425, 8-34=-2506/424, 8-9=-2512/401, 9-10=-3101/445, 10-35=-3871/514, 11-35=-3885/493, 11-12=-5523/761 BOT CHORD 2-22=-446/2682, 21-22=-446/2682, 20-21=-446/2682, 19-20=-272/2199, 7-17=-333/187, 16-17=-206/2712, 15-16=-339/3462, 14-15=-652/5186, 12-14=-642/4955 WEBS 3-22=0/258, 3-20=-562/198, 5-20=-12/477, 5-19=-795/277, 6-19=-118/521, 17-19=-68/1427, 6-17=-307/1258, 9-17=-776/205, 9-16=-53/592, 10-16=-897/214, 10-15=-10/491, 11-15=-1734/315, 11-14=-79/1055 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-8 to 3-3-6, Interior(1) 3-3-6 to 20-9-8, Exterior(2) 20-9-8 to 24-11-6 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=257, 12=254. Continued on page 2 01/07/19 Mike Sheeks 19 18 17 16 15 14 13 29 30 31 32 33 3x6 5x6 3x8 4x6 2x4 2x4 6x8 5x12 MT18H 3x4 1.5x4 3x4 3x4 5x8 6x8 4x4 3x4 4x4 4x8 3x10 2x4 13-4-0 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 25-5-8 4-8-0 29-10-14 4-5-6 34-4-5 4-5-6 38-9-11 4-5-6 41-7-0 2-9-5 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 25-5-8 4-8-0 29-10-14 4-5-6 34-4-5 4-5-6 38-9-11 4-5-6 41-7-0 2-9-5 42-5-8 0-10-8 0-4-4 10-9-0 0-4-4 0-8-0 6.00 12 3.45 12 Plate Offsets (X,Y)-- [1:0-4-13,0-1-8], [7:0-2-0,0-3-4], [7:0-0-0,0-1-12], [11:0-0-11,Edge], [13:0-6-0,0-1-8], [16:0-2-12,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.42 0.83 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.54 0.26 (loc) 15-16 15-16 11 l/defl >999 >929 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 224 lb FT = 20% GRIP 185/144 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* T3: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF 2100F 1.8E *Except* B3: 2x4 HF/SPF No.2, B4: 2x6 SP 2400F 2.0E B5: 2x4 SP 2400F 2.0E, F1: 2x6 SPF No.2 WEBS 2x4 SPF Stud *Except* W2,W4,W5,W6: 2x4 HF/SPF No.2, W13: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1480/Mechanical, 11=1509/0-5-8 (min. 0-1-8) Max Horz 1=-199(LC 17) Max Uplift1=-237(LC 16), 11=-254(LC 17) Max Grav 1=1672(LC 2), 11=1707(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-29=-3097/398, 2-29=-3000/417, 2-3=-2546/377, 3-4=-2383/409, 4-30=-1955/373, 30-31=-1886/383, 5-31=-1854/405, 5-32=-2492/511, 6-32=-2504/486, 6-7=-2507/425, 7-8=-2513/401, 8-9=-3102/445, 9-33=-3872/514, 10-33=-3886/493, 10-11=-5525/761 BOT CHORD 1-21=-447/2686, 20-21=-447/2686, 19-20=-447/2686, 18-19=-272/2200, 6-16=-320/187, 15-16=-209/2713, 14-15=-339/3463, 13-14=-652/5188, 11-13=-642/4956 WEBS 2-21=0/259, 2-19=-565/199, 4-19=-13/478, 4-18=-796/278, 5-18=-118/521, 16-18=-68/1428, 5-16=-307/1258, 8-16=-776/205, 8-15=-53/592, 9-15=-897/214, 9-14=-10/491, 10-14=-1734/315, 10-13=-79/1056 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 4-1-14, Interior(1) 4-1-14 to 20-9-8, Exterior(2) 20-9-8 to 24-11-6 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=237, 11=254. Continued on page 2 01/07/19 Mike Sheeks 13 14 15 16 17 18 19 20 21 22 23 24 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 46 47 48 49 50 3x6 5x6 3x6 3x5 3x6 3x6 3x5 41-7-0 41-7-0 20-9-8 20-9-8 41-7-0 20-9-8 42-5-8 0-10-8 0-4-4 10-9-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [4:0-1-14,Edge], [20:0-1-14,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.09 0.08 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.01 (loc) 23 24 23 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 224 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud *Except* ST10,ST9,ST8,ST7: 2x4 HF/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. WEBS 1 Row at midpt 12-35, 11-36, 10-37, 13-34, 14-33 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 41-7-0. (lb) - Max Horz 1=-198(LC 21) Max Uplift All uplift 100 lb or less at joint(s) 1, 36, 37, 39, 40, 41, 42, 43, 44, 45, 34, 33, 31, 30, 29, 28, 27, 26, 25 Max Grav All reactions 250 lb or less at joint(s) 1, 35, 36, 37, 39, 40, 41, 42, 43, 44, 45, 34, 33, 31, 30, 29, 28, 27, 26, 25, 23 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-46=-92/255, 10-46=-76/265, 10-47=-111/313, 11-47=-101/318, 11-12=-127/362, 12-13=-127/364, 13-48=-101/320, 14-48=-111/315, 14-49=-76/267, 15-49=-92/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-0-0 to 2-9-8, Exterior(2) 2-9-8 to 20-9-8, Corner(3) 20-9-8 to 23-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 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 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 36, 37, 39, 40, 41, 42, 43, 44, 45, 34, 33, 31, 30, 29, 28, 27, 26, 25. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 3x6 3x8 3x6 3x8 3x4 3x4 3x4 1.5x4 3x4 3x4 3x4 1.5x4 3x6 3x8 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 27-6-9 6-9-1 34-3-10 6-9-1 41-7-0 7-3-6 7-3-6 7-3-6 14-0-7 6-9-1 20-9-8 6-9-1 27-6-9 6-9-1 34-3-10 6-9-1 41-7-0 7-3-6 42-5-8 0-10-8 0-4-4 10-9-0 0-4-4 6.00 12 Plate Offsets (X,Y)-- [1:0-8-0,0-0-9], [9:0-8-0,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.82 0.83 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.56 0.22 (loc) 14 14-16 9 l/defl >999 >893 n/a L/d 240 180 n/a PLATES MT20 Weight: 178 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W1: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-5-7 oc bracing. WEBS 1 Row at midpt 6-14, 4-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1472/Mechanical, 9=1517/0-5-8 (min. 0-2-13) Max Horz 1=-199(LC 17) Max Uplift1=-237(LC 16), 9=-257(LC 17) Max Grav 1=1663(LC 2), 9=1716(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-3076/383, 2-24=-2982/406, 2-3=-2524/349, 3-4=-2361/382, 4-25=-1930/347, 25-26=-1831/363, 5-26=-1829/380, 5-27=-1829/378, 27-28=-1831/362, 6-28=-1930/346, 6-7=-2361/379, 7-8=-2524/346, 8-29=-2979/407, 9-29=-3074/375 BOT CHORD 1-17=-444/2667, 16-17=-444/2667, 15-16=-271/2180, 14-15=-271/2180, 13-14=-132/2180, 12-13=-132/2180, 11-12=-254/2665, 9-11=-254/2665 WEBS 5-14=-164/1270, 6-14=-795/278, 6-12=-13/474, 8-12=-560/198, 8-11=0/259, 4-14=-795/278, 4-16=-13/474, 2-16=-562/197, 2-17=0/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-9-8, Exterior(2) 20-9-8 to 23-9-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=237, 9=257. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 3-1-0 9-6-8 3-1-0 12-11-0 3-4-8 3-4-8 3-4-8 6-5-8 3-1-0 9-6-8 3-1-0 12-11-0 3-4-8 14-1-8 1-2-8 1-2-10 7-8-2 1-2-10 12.00 12 Plate Offsets (X,Y)-- [8:0-3-0,0-4-4], [9:0-4-0,0-4-8], [10:0-3-0,0-4-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.29 0.27 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.09 0.01 (loc) 9-10 9-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 183 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W5: 2x4 HF/SPF No.2, W1: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=5183/0-5-8 (min. 0-2-7), 7=4525/0-5-8 (min. 0-2-2) Max Horz 11=-226(LC 10) Max Uplift11=-865(LC 13), 7=-761(LC 13) Max Grav 11=5865(LC 2), 7=5124(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4729/736, 2-12=-3603/631, 3-12=-3498/645, 3-13=-3495/645, 4-13=-3600/631, 4-5=-4684/734, 1-11=-4264/646, 5-7=-4348/665 BOT CHORD 11-14=-269/634, 14-15=-269/634, 10-15=-269/634, 10-16=-523/3285, 9-16=-523/3285, 9-17=-425/3243, 17-18=-425/3243, 8-18=-425/3243, 8-19=-76/508, 7-19=-76/508 WEBS 3-9=-815/4804, 4-9=-1220/317, 4-8=-255/1614, 2-9=-1291/328, 2-10=-260/1685, 1-10=-384/2808, 5-8=-386/2873 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=865, 7=761. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 01/07/19 Mike Sheeks 6-5-8 14-1-8 1-2-8 1-2-10 7-8-2 1-2-10 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-R 0.16 0.09 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 11 11 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 72 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-11-0. (lb) - Max Horz 18=-239(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 12, 16, 14 except 18=-113(LC 12), 17=-188(LC 16), 13=-185(LC 17) Max Grav All reactions 250 lb or less at joint(s) 18, 12, 16, 17, 14, 13 except 15=291(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-19=-243/269, 6-19=-229/280, 6-20=-229/279, 7-20=-243/268 WEBS 6-15=-322/217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-2-8 to 1-9-8, Exterior(2) 1-9-8 to 6-5-8, Corner(3) 6-5-8 to 9-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 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 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 2-0-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 16, 14 except (jt=lb) 18=113, 17=188, 13=185. 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 9-6-8 3-1-0 12-11-0 3-4-8 -1-2-8 1-2-8 3-4-8 3-4-8 6-5-8 3-1-0 9-6-8 3-1-0 12-11-0 3-4-8 1-2-10 7-8-2 1-2-10 12.00 12 Plate Offsets (X,Y)-- [7:Edge,0-2-0], [8:0-3-0,0-4-4], [9:0-4-0,0-4-8], [10:0-3-0,0-4-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.29 0.26 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.09 0.01 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 183 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W5: 2x4 HF/SPF No.2, W1: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=4598/0-5-8 (min. 0-2-2), 7=5071/0-5-8 (min. 0-2-6) Max Horz 11=226(LC 35) Max Uplift11=-775(LC 12), 7=-849(LC 12) Max Grav 11=5207(LC 2), 7=5738(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4691/737, 3-12=-3592/632, 4-12=-3487/646, 4-13=-3490/646, 5-13=-3595/632, 5-6=-4724/737, 2-11=-4349/668, 6-7=-4259/648 BOT CHORD 11-14=-274/550, 10-14=-274/550, 10-15=-535/3248, 15-16=-535/3248, 9-16=-535/3248, 9-17=-455/3281, 8-17=-455/3281, 8-18=-115/611, 18-19=-115/611, 7-19=-115/611 WEBS 4-9=-816/4793, 5-9=-1293/330, 5-8=-263/1688, 3-9=-1239/320, 3-10=-259/1640, 2-10=-381/2859, 6-8=-388/2805 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=775, 7=849. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 01/07/19 Mike Sheeks Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.03 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=114/2-8-10 (min. 0-1-8), 4=114/2-8-10 (min. 0-1-8) Max Horz 2=-45(LC 14) Max Uplift2=-19(LC 16), 4=-19(LC 17) Max Grav 2=130(LC 2), 4=130(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 01/07/19 Mike Sheeks SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.08 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=92/0-5-8 (min. 0-1-8), 4=40/0-1-8 (min. 0-1-8) Max Horz 5=89(LC 13) Max Uplift5=-15(LC 12), 4=-57(LC 13) Max Grav 5=118(LC 31), 4=74(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.48 0.34 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.16 -0.18 0.00 (loc) 4-5 4-5 4 l/defl >466 >424 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 22 lb FT = 20% GRIP 185/144 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=281/1-0-12 (min. 0-1-8), 4=221/0-1-8 (min. 0-1-8) Max Horz 5=138(LC 16) Max Uplift5=-32(LC 16), 4=-99(LC 16) Max Grav 5=321(LC 2), 4=250(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-273/152 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 6-6-2 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-R 0.20 0.10 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 4-7-14. (lb) - Max Horz 9=97(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 6, 7 except 8=-159(LC 16) Max Grav All reactions 250 lb or less at joint(s) 9, 6, 7, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -0-10-8 to 2-1-8, Exterior(2) 2-1-8 to 4-6-2 zone; cantilever left exposed ; end vertical left 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7 except (jt=lb) 8=159. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 01/07/19 Mike Sheeks 29 30 31 32 33 34 35 36 37 38 5x8 5x6 4x6 3x4 4x6 2x4 4x8 1.5x4 1.5x4 2x4 2x4 2x4 4x8 5x12 4x6 4x4 4x4 4x8 2x4 4x4 4x4 1.5x4 4x4 1.5x4 1.5x4 1.5x4 1.5x4 9-3-0 8-1-14 6-10-4 6-10-4 9-3-12 2-5-8 9-8-6 0-4-10 11-7-8 1-11-2 13-6-10 1-11-2 13-11-4 0-4-10 16-4-12 2-5-8 22-8-0 6-3-4 -1-2-8 1-2-8 6-10-4 6-10-4 8-2-0 1-3-12 8-9-12 0-7-12 9-8-6 0-10-10 13-6-10 3-10-4 14-5-4 0-10-10 15-1-0 0-7-12 16-4-12 1-3-12 22-8-0 6-3-4 1-3-10 11-0-0 1-10-10 1-2-0 11-0-0 12.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [6:0-4-4,0-1-12], [9:0-0-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.69 0.76 0.36 DEFL. Vert(LL) Vert(TL) Horz(TL) Attic in 0.15 -0.25 0.03 -0.08 (loc) 21-22 15-18 10 13-20 l/defl >999 >999 n/a 1417 L/d 240 180 n/a 360 PLATES MT20 Weight: 177 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* T2: 2x4 HF/SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* B2: 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W3: 2x4 HF/SPF No.2, W1,W11: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 5-4-0 oc bracing: 13-20 WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 22=1019/0-5-8 (min. 0-2-5), 10=945/Mechanical Max Horz 22=324(LC 13) Max Uplift22=-29(LC 16) Max Grav 22=1466(LC 46), 10=1435(LC 46) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-29=-1551/38, 29-30=-1519/42, 30-31=-1285/64, 31-32=-1282/82, 3-32=-1221/88, 3-4=-861/184, 4-5=-250/253, 5-33=-112/548, 33-34=-112/548, 6-34=-112/548, 6-7=-237/277, 7-8=-881/187, 8-35=-1216/87, 35-36=-1251/75, 36-37=-1286/61, 37-38=-1487/61, 9-38=-1502/36, 2-22=-1391/163, 9-10=-1422/88 BOT CHORD 21-22=-435/891, 19-21=-42/2051, 17-19=0/2145, 16-17=0/2145, 12-16=0/2145, 11-12=0/1722, 15-18=-1083/28, 14-15=-980/120, 13-14=-87/259 WEBS 20-21=0/457, 3-20=0/568, 4-23=-1378/280, 23-24=-1371/280, 7-24=-1438/292, 11-13=0/448, 8-13=0/518, 2-21=-181/650, 9-11=-90/870, 18-21=-1088/0, 15-19=-497/166, 12-15=-637/145, 11-14=-1157/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 9-8-6, Exterior(2) 9-8-6 to 13-6-10, Interior(1) 17-9-9 to 22-4-6 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Ceiling dead load (5.0 psf) on member(s). 3-4, 7-8, 4-23, 23-24, 7-24 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 18-20, 15-18, 14-15, 13-14 10) Refer to girder(s) for truss to truss connections. Continued on page 2 01/07/19 Mike Sheeks W4 1 2 3 4 5 6 7 8 9 10 23 22 20 18 17 15 12 11 21 19 16 14 13 26 27 24 25 55 56 57 58 59 60 5x8 5x6 3x4 4x6 2x4 4x8 2x4 2x4 2x4 4x8 5x12 3x4 5x12 4x8 4x4 2x4 4x4 5x6 4x4 4x4 2x4 2x4 2x4 2x4 2x4 2x4 6-10-4 6-10-4 9-3-12 2-5-8 9-7-8 0-3-12 9-8-6 0-0-14 11-7-8 1-11-2 13-6-10 1-11-2 13-7-8 0-0-14 13-11-4 0-3-12 16-4-12 2-5-8 23-3-0 6-10-4 -1-2-8 1-2-8 6-10-4 6-10-4 8-2-0 1-3-12 8-9-12 0-7-12 9-8-6 0-10-10 13-6-10 3-10-4 14-5-4 0-10-10 15-1-0 0-7-12 16-4-12 1-3-12 23-3-0 6-10-4 24-5-8 1-2-8 1-3-10 11-0-0 1-3-10 1-2-0 11-0-0 12.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [6:0-4-4,0-1-12], [16:0-1-8,0-0-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.70 0.72 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) Attic in -0.13 -0.26 0.03 -0.06 (loc) 16 16 11 13-21 l/defl >999 >999 n/a 1894 L/d 240 180 n/a 360 PLATES MT20 Weight: 251 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* T2: 2x4 HF/SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* B2: 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W9,W1: 2x4 HF/SPF No.2, W7: 2x8 SP 2400F 2.0E OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 5-6-0 oc bracing: 13-21 WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 23=1041/0-5-8 (min. 0-2-6), 11=1041/0-7-0 (min. 0-2-6) Max Horz 23=330(LC 15) Max Uplift23=-28(LC 16), 11=-28(LC 17) Max Grav 23=1502(LC 46), 11=1502(LC 46) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-55=-1603/67, 55-56=-1344/94, 3-56=-1300/111, 3-4=-1083/262, 4-5=-251/328, 5-57=-73/508, 57-58=-73/508, 6-58=-73/508, 6-7=-229/306, 7-8=-905/212, 8-59=-1294/108, 59-60=-1333/91, 9-60=-1597/63, 2-23=-1446/191, 9-11=-1438/188 BOT CHORD 22-23=-387/852, 20-22=-35/2046, 18-20=0/2242, 17-18=0/2242, 15-17=0/2242, 12-15=0/1820, 11-12=-242/642, 16-19=-1026/66, 14-16=-1013/0 WEBS 21-22=0/479, 21-26=0/589, 3-26=-95/626, 4-27=-1485/359, 24-27=-1513/341, 24-25=-1510/343, 7-25=-1436/347, 12-13=0/471, 8-13=0/580, 2-22=-125/680, 9-12=-160/688, 15-16=-502/116, 12-14=-1071/0, 16-20=-522/117, 19-22=-1045/0, 26-27=-238/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-2-8 to 1-9-8, Exterior(2) 1-9-8 to 9-8-6, Corner(3) 9-8-6 to 16-4-15, Exterior(2) 16-4-15 to 24-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 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 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are 1.5x4 MT20 unless otherwise indicated. 9) Vertical gable studs spaced at 2-0-0 oc and horizontal gable studs spaced at 4-0-0 oc. Continued on page 2 01/07/19 Mike Sheeks 26 27 24 25 30 31 32 33 34 35 36 37 38 39 5x8 5x6 3x4 4x6 2x4 4x8 1.5x4 1.5x4 2x4 2x4 2x4 4x8 5x12 3x4 5x12 4x8 2x4 4x4 4x4 5x6 4x4 1.5x4 4x4 1.5x4 1.5x4 1.5x4 1.5x4 9-3-0 8-1-14 6-10-4 6-10-4 9-3-12 2-5-8 9-8-6 0-4-10 11-7-8 1-11-2 13-6-10 1-11-2 13-11-4 0-4-10 16-4-12 2-5-8 23-3-0 6-10-4 -1-2-8 1-2-8 6-10-4 6-10-4 8-2-0 1-3-12 8-9-12 0-7-12 9-8-6 0-10-10 13-6-10 3-10-4 14-5-4 0-10-10 15-1-0 0-7-12 16-4-12 1-3-12 23-3-0 6-10-4 24-5-8 1-2-8 1-3-10 11-0-0 1-3-10 1-2-0 11-0-0 12.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [6:0-4-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.70 0.72 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) Attic in -0.13 -0.26 0.03 -0.06 (loc) 16 16 11 13-21 l/defl >999 >999 n/a 1894 L/d 240 180 n/a 360 PLATES MT20 Weight: 182 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* T2: 2x4 HF/SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* B2: 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W3: 2x4 HF/SPF No.2, W1: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 5-6-0 oc bracing: 13-21 WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 23=1041/0-5-8 (min. 0-2-6), 11=1041/0-7-0 (min. 0-2-6) Max Horz 23=330(LC 15) Max Uplift23=-28(LC 16), 11=-28(LC 17) Max Grav 23=1502(LC 46), 11=1502(LC 46) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-30=-1603/38, 30-31=-1571/42, 31-32=-1344/64, 32-33=-1334/76, 3-33=-1300/88, 3-4=-1083/262, 4-5=-251/328, 5-34=-73/508, 34-35=-73/508, 6-35=-73/508, 6-7=-229/306, 7-8=-905/184, 8-36=-1294/86, 36-37=-1328/74, 37-38=-1333/62, 38-39=-1564/40, 9-39=-1597/36, 2-23=-1446/163, 9-11=-1438/161 BOT CHORD 22-23=-387/852, 20-22=-35/2046, 18-20=0/2242, 17-18=0/2242, 15-17=0/2242, 12-15=0/1820, 11-12=-242/642, 16-19=-1026/66, 14-16=-1013/0 WEBS 21-22=0/479, 21-26=0/589, 3-26=-95/626, 4-27=-1485/274, 24-27=-1513/334, 24-25=-1510/343, 7-25=-1436/266, 12-13=0/471, 8-13=0/580, 2-22=-125/680, 9-12=-160/688, 15-16=-502/116, 12-14=-1071/0, 16-20=-522/117, 19-22=-1045/0, 26-27=-238/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 9-8-6, Exterior(2) 9-8-6 to 13-6-10, Interior(1) 17-9-9 to 24-5-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Ceiling dead load (5.0 psf) on member(s). 3-4, 7-8, 4-27, 24-27, 24-25, 7-25 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 19-21, 16-19, 14-16, 13-14 Continued on page 2 01/07/19 Mike Sheeks