The URL can be used to link to this page

Home My WebLink AboutT-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 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 TrussType PiggybackBase Qty 4 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:062018 Page1 ID:490hraxo9ofAxAldCy0fEhyHstt-BhhYZnKU5XrhiUaRssjANrvVn?oazyhJc0grL1yH0Qh Scale=1:71.6 T1 T2 T1 B1 W3 B2 W5 W3 W1 W2 W1 W6 W6 W6 W2 W7 W4 W7 W4 W8 W8 W9 B3 F1 F1 1 2 3 4 5 6 7 8 9 10 23 22 2018 17 15 12 11 21 19 16 14 13 26 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 TrussType PiggybackBase Qty 4 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:062018 Page2 ID:490hraxo9ofAxAldCy0fEhyHstt-BhhYZnKU5XrhiUaRssjANrvVn?oazyhJc0grL1yH0Qh NOTES- 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 28 lb uplift at joint 23 and 28 lb uplift at joint 11. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)Atticroomchecked for L/360 deflection. LOADCASE(S) Standard 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 TrussType GABLE Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:082018 Page1 ID:490hraxo9ofAxAldCy0fEhyHstt-74pI_TLkd86PxokpzHleSG_rHoT2RsBc3K9xQvyH0Qf Scale=1:68.3 T1 T2 T1 B1 W9 B2 W11 W9 W7 W8 W7 W12 W12 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 TrussType GABLE Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:082018 Page2 ID:490hraxo9ofAxAldCy0fEhyHstt-74pI_TLkd86PxokpzHleSG_rHoT2RsBc3K9xQvyH0Qf NOTES- 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11) Ceiling dead load(5.0 psf) on member(s). 3-4, 7-8, 4-27, 24-27, 24-25, 7-25 12)Bottomchordliveload(40.0 psf) and additional bottomchord dead load(0.0 psf) applied only to room. 19-21, 16-19, 14-16, 13-14 13)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 28 lb uplift at joint 23 and 28 lb uplift at joint 11. 14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 15)Atticroomchecked for L/360 deflection. LOADCASE(S) Standard 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 TrussType PiggybackBase Qty 8 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:092018 Page1 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 1917 16 12 11 10 20 18 15 14 13 23 24 29 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 TrussType PiggybackBase Qty 8 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:102018 Page2 ID:490hraxo9ofAxAldCy0fEhyHstt-3Tw3P9N?9mM7B5uC5in6Yh4Bvc9wvmovXee2UoyH0Qd NOTES- 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 29 lb uplift at joint 22. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 13)Atticroomchecked for L/360 deflection. LOADCASE(S) Standard 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 TrussType Jack-Closed SupportedGable Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:102018 Page1 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 6.0012 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 TrussType Jack-Closed Qty 5 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:112018 Page1 ID:490hraxo9ofAxAldCy0fEhyHstt-YfURcVOdv3U_oFTOfPIL4ucPx0bgeIb3lIOc1EyH0Qc Scale=1:27.1 W1 T1 W2 B1 1 2 3 5 4 6 7 3x4 3x4 3x5 3x10MT18H 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 6.0012 PlateOffsets(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 TrussType Jack-Closed Qty 6 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:122018 Page1 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 12.0012 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 TrussType Piggyback Qty 13 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:132018 Page1 ID:490hraxo9ofAxAldCy0fEhyHstt-U2cB1BPtRhki2ZdnmqLp9JisQpLI6C5LDbti57yH0Qa Scale=1:11.8 T1 T1 1 B1 2 3 5 4 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 12.0012 PlateOffsets(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- PlateGrip 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 T01 TrussType CommonGirder Qty 1 Ply 2 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:152018 Page1 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 9-6-8 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 TrussType CommonGirder Qty 1 Ply 2 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:152018 Page2 ID:490hraxo9ofAxAldCy0fEhyHstt-QQkySsR7zI_PHsmAuFNHFkn8rdzpazsegvMpA?yH0QY NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(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 bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=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) 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 TrussType Common SupportedGable Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:162018 Page1 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 TrussType CommonGirder Qty 1 Ply 2 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:182018 Page1 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 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 T02 TrussType CommonGirder Qty 1 Ply 2 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:182018 Page2 ID:490hraxo9ofAxAldCy0fEhyHstt-q?P44uT0GDM_8KVkZNw_sNPe3q?QnKa5MtaTnKyH0QV NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(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 bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=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) 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 TrussType Common Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:192018 Page1 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 3x6 3x8 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 TrussType Common SupportedGable Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:212018 Page1 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 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 T04 TrussType ROOF SPECIAL Qty 5 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:222018 Page1 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 19 18 17 16 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 TrussType ROOF SPECIAL Qty 5 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:222018 Page2 ID:490hraxo9ofAxAldCy0fEhyHstt-jmfbwGWWKSsQdxpWoD?w1DZI6SDXj5dgHVYhw5yH0QR NOTES- 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 TrussType Roof Special Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:242018 Page1 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 12 B2 3 4 5 6 7 8 9 10 11 13 12 22 21 20 19 18 17 16 15 14 30 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 TrussType Roof Special Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:242018 Page2 ID:490hraxo9ofAxAldCy0fEhyHstt-f9nMLxYns378sFyuve1O6efebFv?B?6zlp1o__yH0QP NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 TrussType Common Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:252018 Page1 ID:490hraxo9ofAxAldCy0fEhyHstt-7LKkYHYPcNF?UPX5TLYdfrBj6fGIwVK6zTnLWQyH0QO Scale=1:78.4 T2 T2 B1 W5 W4 W3 W2 W1 W4 W3 W1 W2 T1 T1 12 B2 B1 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 3x8 3x6 3x8 3x4 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 TrussType Common Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:262018 Page1 ID:490hraxo9ofAxAldCy0fEhyHstt-bYu6mdZ1NgNr6Z6H134sB3kur3cXfyYGC7Wu3syH0QN Scale=1:77.7 T2 T2 B1 W5 W4 W3 W2 W1 W4 W3 W1 W2 T1 T3 12 B2 B1 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 24 25 26 27 28 29 3x6 5x6 3x6 3x8 3x6 3x8 3x4 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 TrussType Common Qty 6 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:272018 Page1 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 3x8 3x6 3x8 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 TrussType Common StructuralGable Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:282018 Page1 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 14 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 TrussType Common StructuralGable Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:292018 Page2 ID:490hraxo9ofAxAldCy0fEhyHstt-07aFOfbvgblQz0rsiBdZphMQXGfSsDWiu5lZfByH0QK NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 TrussType Common Qty 4 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:302018 Page1 ID:490hraxo9ofAxAldCy0fEhyHstt-UJ8db?cYRvtHaAQ2Gu8oMvveVg3jbtPs7lU6CeyH0QJ Scale=1:29.0 T1 T1 B1 W1 1 2 3 4 5 6 13 14 15 16 17 18 1.5x4 3x6 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 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 T09GE TrussType Common SupportedGable Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:312018 Page1 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 0-10-8 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 TrussType COMMON Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:322018 Page1 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 0-2-0 9-7-2 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 TrussType COMMON STRUCTURALGA Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:332018 Page1 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 TrussType COMMON Qty 7 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:342018 Page1 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 TrussType Common Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:352018 Page1 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 4-1-0 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 T12GE TrussType Common SupportedGable Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:362018 Page1 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 TrussType Common Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:372018 Page1 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 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 TrussType Common StructuralGable Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:382018 Page1 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 2 B2 3 4 5 6 7 8 9 16 15 14 1312 11 10 40 41 42 43 44 45 3x4 4x4 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 TrussType COMMONGIRDER Qty 1 Ply 3 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:402018 Page1 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 5x12MT18H 8x8 12x12 4x6 8x8 5x6 3x8 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 TrussType COMMONGIRDER Qty 1 Ply 3 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:402018 Page2 ID:490hraxo9ofAxAldCy0fEhyHstt-BEkPiQkp4z8sniBzr?K8l?JFyiOixCCKQIweY2yH0Q9 NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 1707 lb uplift at joint 1 and 1983 lb uplift at joint 9. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(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, 1110lb 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 bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=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) 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 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:412018 Page1 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 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:422018 Page1 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 6.0012 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 V03 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:432018 Page1 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 6.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip 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 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:442018 Page1 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 6.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 TrussType Valley Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:452018 Page1 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 12.0012 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 TrussType Valley Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:462018 Page1 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 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 V07 TrussType Valley Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:472018 Page1 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 12.0012 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 TrussType Valley Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:472018 Page1 ID:490hraxo9ofAxAldCy0fEhyHstt-Uag2AppCR70t7nDJmzynYU6epXx94a1M1u6WI8yH0Q2 Scale:1/2"=1' T1 T1 B1 ST1 1 2 3 4 2x4 4x4 1.5x4 2x4 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 12.0012 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 V09 TrussType Valley Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:482018 Page1 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 12.0012 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 TrussType Valley Qty 2 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:492018 Page1 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 12.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip 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 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:502018 Page1 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 12.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip 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 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:512018 Page1 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 28-4-0 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 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:522018 Page1 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 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:532018 Page1 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 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 V15 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:542018 Page1 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 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 V16 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:552018 Page1 ID:490hraxo9ofAxAldCy0fEhyHstt-F784rYwDYa1k40qsEe5fsARyyldEyBGXt82xZhyH0Pw Scale=1:21.3 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 3x4 4x6 1.5x4 3x4 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 6.0012 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 V17 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:562018 Page1 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 6.0012 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 TrussType Valley Qty 1 Ply 1 1803049-12T Estridge AutumnWoodsLot 9 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedNov2109:21:572018 Page1 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 6.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)1=109/4-3-0(min. 0-1-8), 3=109/4-3-0(min. 0-1-8) Max Horz1=-14(LC 21) Max Uplift1=-17(LC 16), 3=-17(LC 17) MaxGrav1=123(LC 2), 3=123(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=-31(LC 17) Max Uplift1=-37(LC 16), 3=-43(LC 17), 4=-6(LC 16) MaxGrav1=143(LC 2), 3=143(LC 2), 4=279(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 4-2-0,Exterior(2) 4-2-0 to 7-2-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=49(LC 16) Max Uplift1=-44(LC 16), 3=-53(LC 17), 4=-37(LC 16) MaxGrav1=202(LC 33), 3=202(LC 34), 4=489(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-4=-304/122 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 6-2-0,Exterior(2) 6-2-0 to 9-2-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 4-1-0 0-0-4 6.0012 PlateOffsets(X,Y)-- [8:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 16-3-0. (lb)-Max Horz1=-67(LC 21) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-120(LC 16), 6=-126(LC 17) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. WEBS 2-8=-257/161, 4-6=-265/167 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 8-2-0,Exterior(2) 8-2-0 to 11-2-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb) 8=120, 6=126. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 5-1-0 0-0-4 6.0012 PlateOffsets(X,Y)-- [8:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 20-3-0. (lb)-Max Horz1=84(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-160(LC 16), 6=-164(LC 17) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. WEBS 2-8=-335/206, 4-6=-341/210 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 10-2-0,Exterior(2) 10-2-0 to 13-2-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb) 8=160, 6=164. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 6-1-0 0-0-4 6.0012 PlateOffsets(X,Y)-- [11:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 24-3-0. (lb)-Max Horz1=102(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 1 except 11=-116(LC 16), 12=-110(LC 16), 9=-118(LC 17), 8=-111(LC 17) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. WEBS 3-11=-256/166, 5-9=-260/169 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 12-2-0,Exterior(2) 12-2-0 to 15-2-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)All plates are 1.5x4MT20 unless otherwiseindicated. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb) 11=116, 12=110, 9=118, 8=111. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 14-2-0 0-0-4 7-1-0 0-0-4 6.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 28-3-0. (lb)-Max Horz1=119(LC 20) Max UpliftAll uplift 100 lb orless at joint(s) 1, 7 except 12=-104(LC 16), 13=-153(LC 16), 9=-103(LC 17), 8=-153(LC 17) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. WEBS 2-13=-322/198, 6-8=-322/198 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 14-2-0,Exterior(2) 14-2-0 to 17-2-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)All plates are 1.5x4MT20 unless otherwiseindicated. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 7 except(jt=lb) 12=104, 13=153, 9=103, 8=153. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-1 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)1=64/2-5-9(min. 0-1-8), 3=64/2-5-9(min. 0-1-8) Max Horz1=-24(LC 12) Max Uplift1=-7(LC 16), 3=-7(LC 17) MaxGrav1=72(LC 2), 3=72(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 7 lb uplift at joint 1 and 7 lb uplift at joint 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-9-4 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)1=73/2-8-12(min. 0-1-8), 3=73/2-8-12(min. 0-1-8) Max Horz1=-27(LC 14) Max Uplift1=-8(LC 16), 3=-8(LC 16) MaxGrav1=83(LC 2), 3=83(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 8 lb uplift at joint 1 and 8 lb uplift at joint 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-9-4 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=53(LC 13) Max Uplift1=-27(LC 17), 3=-27(LC 17) MaxGrav1=98(LC 2), 3=98(LC 2), 4=129(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 27 lb uplift at joint 1 and 27 lb uplift at joint 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=-79(LC 12) Max Uplift1=-40(LC 17), 3=-40(LC 17) MaxGrav1=147(LC 2), 3=147(LC 2), 4=192(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 40 lb uplift at joint 1 and 40 lb uplift at joint 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=-105(LC 12) Max Uplift1=-53(LC 17), 3=-53(LC 17) MaxGrav1=195(LC 2), 3=195(LC 2), 4=255(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 4-4-10,Exterior(2) 4-4-10 to 7-4-10zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 53 lb uplift at joint 1 and 53 lb uplift at joint 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 12.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 10-8-12. (lb)-Max Horz1=-131(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) except 1=-128(LC 14), 5=-106(LC 15), 8=-269(LC 16), 6=-269(LC 17) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. WEBS 2-8=-386/310, 4-6=-386/310 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 5-4-10,Exterior(2) 5-4-10 to 8-4-10zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable 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 trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 12-8-12. (lb)-Max Horz1=-158(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-225(LC 16), 6=-225(LC 17) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. WEBS 2-8=-321/267, 4-6=-321/267 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 6-4-10,Exterior(2) 6-4-10 to 9-4-10zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb) 8=225, 6=225. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-4-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)1=161/5-3-8(min. 0-1-8), 3=161/5-3-8(min. 0-1-8) Max Horz1=95(LC 13) Max Uplift1=-26(LC 16), 3=-50(LC 16) MaxGrav1=182(LC 2), 3=182(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 5-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=178(LC 13) Max Uplift4=-27(LC 13), 5=-146(LC 16) MaxGrav1=151(LC 30), 4=112(LC 22), 5=431(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 9-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb) 5=146. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 13-3-8. (lb)-Max Horz1=262(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 5 except 6=-107(LC 16), 7=-135(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=318(LC 2), 7=400(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 13-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5 except(jt=lb) 6=107, 7=135. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 8-8-0 6.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 17-3-8. (lb)-Max Horz1=345(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 7, 9 except 8=-119(LC 16), 11=-138(LC 16) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. 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-CExterior(2) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 17-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7, 9 except(jt=lb) 8=119, 11=138. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 4x6 8x8 5x6 3x8 5x12MT18H 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4SPF 1650F 1.5E*Except* T1: 2x4SPF 2100F 1.8E BOT CHORD2x8SP 2400F 2.0E WEBS 2x4SPFStud*Except* W5: 2x4SPF 1650F 1.5E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-1-14 oc purlins. BOT CHORD Rigidceiling 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 Horz1=-132(LC 38) Max Uplift1=-1707(LC 12), 9=-1983(LC 13) MaxGrav1=10992(LC 2), 9=12959(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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 togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 2 rowsstaggered at 0-7-0 oc. Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-5-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 6) Unbalancedsnowloads have been considered for this design. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-6-0 oc purlins. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing,Except: 10-0-0 oc bracing: 10-11,8-10. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 15-5-8 except(jt=length) 8=0-5-8. (lb)-Max Horz2=-140(LC 17) Max UpliftAll uplift 100 lb orless at joint(s) except 2=-100(LC 16), 11=-167(LC 17), 15=-156(LC 16), 8=-135(LC 17) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablestudsspaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable 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 trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=1103/0-5-8(min. 0-2-1), 8=1103/0-5-8(min. 0-2-1) Max Horz2=-140(LC 17) Max Uplift2=-192(LC 16), 8=-192(LC 17) MaxGrav2=1249(LC 2), 8=1249(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=192, 8=192. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 0-10-8 0-4-4 4-1-0 0-4-4 6.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 14-11-0. (lb)-Max Horz2=73(LC 20) Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 13, 14, 11, 10 MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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 10-5-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 12)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 2. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 0-4-4 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-1-10 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=572/0-5-8(min. 0-1-8), 4=573/0-5-8(min. 0-1-8) Max Horz2=73(LC 20) Max Uplift2=-113(LC 16), 4=-113(LC 17) MaxGrav2=649(LC 2), 4=649(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(2)-0-10-8 to 2-1-8,Interior(1) 2-1-8 to 7-5-8,Exterior(2) 7-5-8 to 10-5-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=113, 4=113. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-5-3 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)1=1000/0-3-8(min. 0-1-14), 6=1000/0-5-8(min. 0-1-14) Max Horz1=-124(LC 17) Max Uplift1=-162(LC 16), 6=-162(LC 17) MaxGrav1=1130(LC 2), 6=1130(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 14-1-8,Exterior(2) 14-1-8 to 17-1-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=162, 6=162. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-10-5 oc purlins. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing,Except: 10-0-0 oc bracing: 2-17,16-17. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 13-5-8 except(jt=length) 2=0-5-8, 15=0-3-8. (lb)-Max Horz2=140(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 7, 9, 8 except 2=-133(LC 16), 11=-143(LC 17), 13=-218(LC 2), 15=-137(LC 16) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablestudsspaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable 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 trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-5-8 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)8=1000/0-5-8(min. 0-1-14), 2=1045/0-3-8(min. 0-1-15) Max Horz2=140(LC 20) Max Uplift8=-162(LC 17), 2=-182(LC 16) MaxGrav8=1130(LC 2), 2=1183(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 8=162, 2=182. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 0-4-4 4-2-0 0-4-4 6.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 15-3-0. (lb)-Max Horz2=75(LC 20) Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 13, 14, 11, 10 MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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 10-7-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 4-2-0 0-4-4 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-0-1 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)4=584/0-5-8(min. 0-1-8), 2=584/0-3-8(min. 0-1-8) Max Horz2=75(LC 20) Max Uplift4=-115(LC 17), 2=-115(LC 16) MaxGrav4=663(LC 2), 2=662(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(2)-0-10-8 to 2-1-8,Interior(1) 2-1-8 to 7-7-8,Exterior(2) 7-7-8 to 10-7-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 4=115, 2=115. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4SPFStud OTHERS 2x4SPFStud WEDGE Left: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 13-9-8 except(jt=length) 9=0-5-8, 16=0-3-8. (lb)-Max Horz1=-183(LC 17) Max UpliftAll uplift 100 lb orless at joint(s) 1, 21, 22 except 19=-257(LC 16), 17=-506(LC 2), 9=-208(LC 17), 16=-148(LC 17) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 20-9-8,Exterior(2) 20-9-8 to 23-9-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)All plates are 1.5x4MT20 unless otherwiseindicated. 7)Gablestudsspaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable 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 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W1: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigidceiling directly applied or 8-4-10 oc bracing. WEBS 1 Row at midpt 6-13, 4-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)1=1472/Mechanical, 9=1472/Mechanical Max Horz1=-183(LC 17) Max Uplift1=-237(LC 16), 9=-237(LC 17) MaxGrav1=1663(LC 2), 9=1663(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 20-9-8,Exterior(2) 20-9-8 to 23-9-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=237, 9=237. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W1: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigidceiling directly applied or 8-4-13 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=1517/0-5-8(min. 0-2-13), 10=1472/Mechanical Max Horz2=199(LC 20) Max Uplift2=-257(LC 16), 10=-237(LC 17) MaxGrav2=1716(LC 2), 10=1663(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=257, 10=237. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W1: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigidceiling directly applied or 8-5-11 oc bracing. WEBS 1 Row at midpt 7-15, 5-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=1517/0-5-8(min. 0-2-13), 10=1517/0-5-8(min. 0-2-13) Max Horz2=191(LC 20) Max Uplift2=-257(LC 16), 10=-257(LC 17) MaxGrav2=1716(LC 2), 10=1716(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=257, 10=257. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 3132 33 34 35 3x6 5x6 3x8 4x6 2x4 2x4 6x8 5x12MT18H 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 6.0012 3.4512 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4SPF 2100F 1.8E*Except* T3: 2x4SP 2400F 2.0E BOT CHORD2x4SPF 2100F 1.8E*Except* B3: 2x4 HF/SPF No.2, B4: 2x6SP 2400F 2.0E B5: 2x4SP 2400F 2.0E,F1: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W2,W4,W5,W6: 2x4 HF/SPF No.2, W13: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-2 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-19 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=1524/0-5-8(min. 0-2-3), 12=1509/0-5-8(min. 0-1-8) Max Horz2=-191(LC 17) Max Uplift2=-257(LC 16), 12=-254(LC 17) MaxGrav2=1725(LC 2), 12=1707(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)All plates areMT20 plates unless otherwiseindicated. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Bearing at joint(s) 12 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=257, 12=254. Continued on page 2 15 14 13 29 3031 32 33 3x6 5x6 3x8 4x6 2x4 2x4 6x8 5x12MT18H 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 6.0012 3.4512 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4SPF 2100F 1.8E*Except* T3: 2x4SP 2400F 2.0E BOT CHORD2x4SPF 2100F 1.8E*Except* B3: 2x4 HF/SPF No.2, B4: 2x6SP 2400F 2.0E B5: 2x4SP 2400F 2.0E,F1: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W2,W4,W5,W6: 2x4 HF/SPF No.2, W13: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-2 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-18 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)1=1480/Mechanical, 11=1509/0-5-8(min. 0-1-8) Max Horz1=-199(LC 17) Max Uplift1=-237(LC 16), 11=-254(LC 17) MaxGrav1=1672(LC 2), 11=1707(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)All plates areMT20 plates unless otherwiseindicated. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections. 9)Bearing at joint(s) 11 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=237, 11=254. Continued on page 2 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud*Except* ST10,ST9,ST8,ST7: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 12-35, 11-36, 10-37, 13-34, 14-33 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 41-7-0. (lb)-Max Horz1=-198(LC 21) Max UpliftAll uplift 100 lb orless at joint(s) 1, 36, 37, 39, 40, 41, 42, 43, 44, 45, 34, 33, 31, 30, 29, 28, 27, 26, 25 MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. 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) Unbalancedroofliveloads 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 23-9-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable 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 trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W1: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigidceiling directly applied or 8-5-7 oc bracing. WEBS 1 Row at midpt 6-14, 4-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)1=1472/Mechanical, 9=1517/0-5-8(min. 0-2-13) Max Horz1=-199(LC 17) Max Uplift1=-237(LC 16), 9=-257(LC 17) MaxGrav1=1663(LC 2), 9=1716(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 20-9-8,Exterior(2) 20-9-8 to 23-9-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=237, 9=257. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 12.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W5: 2x4 HF/SPF No.2, W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-5-11 oc purlins, except end verticals. BOT CHORD Rigidceiling 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 Horz11=-226(LC 10) Max Uplift11=-865(LC 13), 7=-761(LC 13) MaxGrav11=5865(LC 2), 7=5124(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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 togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-6-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=865, 7=761. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 6-5-8 14-1-8 1-2-8 1-2-10 7-8-2 1-2-10 12.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 12-11-0. (lb)-Max Horz18=-239(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 12, 16, 14 except 18=-113(LC 12), 17=-188(LC 16), 13=-185(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 18, 12, 16, 17, 14, 13 except 15=291(LC 17) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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 9-5-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 10)Gablestudsspaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 12, 16, 14 except(jt=lb) 18=113, 17=188, 13=185. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 12.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W5: 2x4 HF/SPF No.2, W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-5-11 oc purlins, except end verticals. BOT CHORD Rigidceiling 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 Horz11=226(LC 35) Max Uplift11=-775(LC 12), 7=-849(LC 12) MaxGrav11=5207(LC 2), 7=5738(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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 togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-6-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=775, 7=849. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-10-4 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=114/2-8-10(min. 0-1-8), 4=114/2-8-10(min. 0-1-8) Max Horz2=-45(LC 14) Max Uplift2=-19(LC 16), 4=-19(LC 17) MaxGrav2=130(LC 2), 4=130(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S) Standard SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-8-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)5=92/0-5-8(min. 0-1-8), 4=40/0-1-8(min. 0-1-8) Max Horz5=89(LC 13) Max Uplift5=-15(LC 12), 4=-57(LC 13) MaxGrav5=118(LC 31), 4=74(LC 30) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 7)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 4. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)5=281/1-0-12(min. 0-1-8), 4=221/0-1-8(min. 0-1-8) Max Horz5=138(LC 16) Max Uplift5=-32(LC 16), 4=-99(LC 16) MaxGrav5=321(LC 2), 4=250(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2)-0-10-8 to 2-1-8,Interior(1) 2-1-8 to 6-6-2zone;cantileverleft exposed ; endverticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)All plates areMT20 plates unless otherwiseindicated. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 4. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 4. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 4-7-14. (lb)-Max Horz9=97(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 6, 7 except 8=-159(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 9, 6, 7, 8 FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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 4-6-2zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 8)Gablestudsspaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6, 7 except (jt=lb) 8=159. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 12.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x6SPF No.2 *Except* T2: 2x4 HF/SPF No.2 BOT CHORD2x6SPF No.2 *Except* B2: 2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W3: 2x4 HF/SPF No.2, W1,W11: 2x8SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-3-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 5-4-0 oc bracing: 13-20 WEBS 1 Row at midpt 4-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)22=1019/0-5-8(min. 0-2-5), 10=945/Mechanical Max Horz22=324(LC 13) Max Uplift22=-29(LC 16) MaxGrav22=1466(LC 46), 10=1435(LC 46) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(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 22-4-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Ceiling dead load(5.0 psf) on member(s). 3-4, 7-8, 4-23, 23-24, 7-24 9)Bottomchordliveload(40.0 psf) and additional bottomchord dead load(0.0 psf) applied only to room. 18-20, 15-18, 14-15, 13-14 Continued 10) Refer on to girder(page 2 s) for truss to trussconnections. 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 12.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x6SPF No.2 *Except* T2: 2x4 HF/SPF No.2 BOT CHORD2x6SPF No.2 *Except* B2: 2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W9,W1: 2x4 HF/SPF No.2, W7: 2x8SP 2400F 2.0E OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-3-3 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 5-6-0 oc bracing: 13-21 WEBS 1 Row at midpt 4-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)23=1041/0-5-8(min. 0-2-6), 11=1041/0-7-0(min. 0-2-6) Max Horz23=330(LC 15) Max Uplift23=-28(LC 16), 11=-28(LC 17) MaxGrav23=1502(LC 46), 11=1502(LC 46) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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 24-5-8zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)All plates are 1.5x4MT20 unless otherwiseindicated. Continued 9)Vertical on gablestudsspaced page 2 at 2-0-0 oc and horizontal gablestudsspaced at 4-0-0 oc. 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 12.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x6SPF No.2 *Except* T2: 2x4 HF/SPF No.2 BOT CHORD2x6SPF No.2 *Except* B2: 2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W3: 2x4 HF/SPF No.2, W1: 2x8SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-3-3 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 5-6-0 oc bracing: 13-21 WEBS 1 Row at midpt 4-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)23=1041/0-5-8(min. 0-2-6), 11=1041/0-7-0(min. 0-2-6) Max Horz23=330(LC 15) Max Uplift23=-28(LC 16), 11=-28(LC 17) MaxGrav23=1502(LC 46), 11=1502(LC 46) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) Unbalancedroofliveloads 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-CExterior(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 24-5-8zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Ceiling dead load(5.0 psf) on member(s). 3-4, 7-8, 4-27, 24-27, 24-25, 7-25 Continued 9)Bottomchordliveload(on page 2 40.0 psf) and additional bottomchord dead load(0.0 psf) applied only to room. 19-21, 16-19, 14-16, 13-14