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Home My WebLink About42200019 - JGC 117 - Truss DetailsDE 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: 1803054-12T 90 truss design(s) 62831-W1 12/6/18 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 # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J01 TrussType Jack-OpenGirder Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:222018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-L9o6fZHksof4UKD31TGXH0uSJ9FnA0F87snSpByDzgN Scale=1:16.4 W1 T1 B1 1 2 5 6 3 4 3x4 3x4 2-9-5 2-9-5 -2-10-0 2-10-0 2-9-5 2-9-5 1-9-8 2-8-1 0-4-2 2-3-14 2-8-1 3.8012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J02 TrussType Jack-Closed Qty 6 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:232018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-pLMUtvIMc6nx6UoGbAnmqERmsZcdvTVHLWW0LeyDzgM Scale=1:16.6 W1 T1 W2 B1 1 2 3 5 4 6 7 8 3x4 2x4 2x4 2x4 4-0-0 4-0-0 -1-10-12 1-10-12 4-0-0 4-0-0 1-4-13 2-8-13 2-5-5 0-3-8 2-8-13 4.0012 LOADING (psf) TCLL TCDL BCLL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J03 TrussType Jack-Closed Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:242018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-HXws4FJ_NPvokeNS8uI?MRzxNzynewlRaAGZt4yDzgL Scale=1:16.6 W1 T1 W2 B1 1 2 4 3 5 3x4 1.5x4 2x4 2x4 4-0-0 4-0-0 4-0-0 4-0-0 1-4-13 2-8-13 2-5-5 0-3-8 2-8-13 4.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J04 TrussType DiagonalHipGirder Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:252018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-lkUEIbKc8j1fLoyeibqEvfW7VNIuNN?apq?7PWyDzgK Scale=1:14.2 W1 T1 B1 1 2 5 6 3 4 1.5x4 1.5x4 3-4-15 3-4-15 -1-3-3 1-3-3 3-4-15 3-4-15 1-2-15 2-3-0 0-4-1 1-10-14 2-3-0 3.5412 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J05 TrussType Jack-Open Qty 14 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:262018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Dw2dVxLEv1AWzyXrGJLTRs3Ilneo6qFj2UlgyzyDzgJ Scale=1:14.4 W1 T1 B1 1 2 5 6 3 4 2x4 2x4 2-6-0 2-6-0 -0-10-12 0-10-12 2-6-0 2-6-0 1-2-15 2-3-7 1-11-0 2-3-7 5.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J06 TrussType Jack-Open Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:272018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-h6b?jHLsgKINb551q0si_4bUpA?UrHUtG8UDUPyDzgI Scale=1:13.0 W1 T1 B1 1 2 5 3 1.5x4 4 2x4 1-9-7 1-9-7 -0-10-12 0-10-12 1-9-7 1-9-7 1-2-15 1-11-14 1-7-7 1-11-14 5.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J07 TrussType DiagonalHipGirder Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:282018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9J9NwdMUReQECFgDNkNxXH8dYaIKakk0VoEn0ryDzgH Scale=1:17.6 W1 T1 B1 1 2 5 6 7 8 9 3 10 11 12 4 3x4 2x4 5-2-2 5-2-2 -1-3-3 1-3-3 5-2-2 5-2-2 1-2-15 2-9-4 2-5-2 2-9-4 3.5412 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J07 TrussType DiagonalHipGirder Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:282018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9J9NwdMUReQECFgDNkNxXH8dYaIKakk0VoEn0ryDzgH LOADCASE(S) Standard Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-66(F=-7,B=-7), 5=0(F=10,B=10)-to-4=-26(F=-3,B=-3) DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J08 TrussType Jack-Open Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:292018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-dVjl7zN7CyY5qPFQxRuA3Uhqr_gKJB_AkSzKYHyDzgG Scale=1:11.6 W1 T1 B1 1 2 5 3 1.5x4 4 1.5x4 1-1-7 1-1-7 -0-10-12 0-10-12 1-1-7 1-1-7 1-2-15 1-8-9 1-4-2 1-8-9 5.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J09 TrussType Jack-Open Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:302018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6hH7LIOlzFgySZqcV9PPciD_jO?i2eEJy6ju5kyDzgF Scale=1:14.5 W1 T1 B1 1 2 5 6 3 4 2x4 2x4 2-6-7 2-6-7 -0-10-12 0-10-12 2-6-7 2-6-7 1-2-15 2-3-10 5.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J10 TrussType Jack-Open Qty 2 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:312018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-aurWYeONkZop3jPo3swe8vm9yoKfn5USBmSRdAyDzgE Scale=1:17.0 W1 T1 B1 1 4 5 2 3 2x4 2x4 3-9-0 3-9-0 3-9-0 3-9-0 1-2-15 2-9-11 2-5-4 2-9-11 5.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J11 TrussType Jack-Open Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:322018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-24Pum_P?Vtwfht__cZSth7IKeBgjWYUcQQC_9cyDzgD Scale=1:17.0 0-1-10 W1 T1 T2 B1 W2 1 2 6 5 3 4 2x4 3x4 4x4 1.5x4 2-5-14 2-5-14 3-9-0 1-3-2 2-5-14 2-5-14 3-9-0 1-3-2 2-1-12 2-9-11 2-5-4 2-9-11 2-1-12 5.0012 LOADING (psf) TCLL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J12 TrussType DiagonalHipGirder Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:332018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-WGzGzKQdGA2WJ0ZBAHz6DKrVUb2vF?zlf4xYh3yDzgC Scale=1:13.9 W1 T1 B1 1 2 5 6 3 4 1.5x4 1.5x4 3-2-13 3-2-13 -1-3-3 1-3-3 3-2-13 3-2-13 1-2-15 2-2-6 3.5412 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss J13 TrussType Jack-Open Qty 7 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:342018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-_SWeBgRF1UANwA8Nk_ULmYOgd?Nk_RDvtkh5EVyDzgB Scale=1:14.2 W1 T1 B1 1 2 5 3 4 2x4 2x4 2-4-8 2-4-8 -0-10-12 0-10-12 2-4-8 2-4-8 1-2-15 2-2-13 1-10-6 2-2-13 5.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss PB01 TrussType GABLE Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:352018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Sf40O0StooIEYKjZIi?aJlwtpPkrju_26OQemxyDzgA Scale=1:29.3 T1 T1 B1 ST1 ST1 1 2 3 4 5 6 7 9 8 10 11 12 13 3x4 2x4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 8-9-0 8-9-0 4-4-8 4-4-8 8-9-0 4-4-8 0-5-3 4-4-8 0-1-10 0-5-3 0-1-10 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss PB01GE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:362018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wrePcMSWY5Q5AUHmrPWprzT2Yp3_SL1CL2ACINyDzg9 Scale=1:27.7 T1 T1 B1 ST2 ST1 ST2 ST1 1 2 3 4 5 6 7 9 8 13 12 11 10 14 15 3x4 2x4 2x4 8-9-0 8-9-0 4-4-8 4-4-8 8-9-0 4-4-8 0-5-3 4-4-8 0-1-10 0-5-3 0-1-10 12.0012 PlateOffsets(X,Y)-- [2:0-2-6,0-1-0], [5:0-2-0,Edge], [8:0-2-6,0-1-0] DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss PB02 TrussType GABLE Qty 14 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:372018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-P1CnpiT8JPYynesyP712OA0BICOIBnYLZivlqqyDzg8 Scale=1:33.1 W1 T1 T2 B1 ST2 ST1 1 2 3 4 5 8 7 6 9 10 11 1.5x4 1.5x4 4x4 3x4 1.5x4 1.5x4 1.5x4 10-9-12 10-9-12 2-11-0 2-11-0 10-9-12 7-10-12 3-2-3 5-3-2 0-1-10 0-4-7 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss PB02GE TrussType GABLE Qty 2 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:382018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-tEm901Um4jgpPoR8zqYHwOYNLclJwFOUoMfJNGyDzg7 Scale=1:31.0 W1 T1 T2 B1 ST1 ST1 ST2 ST3 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 3x4 3x4 10-9-12 10-9-12 2-11-0 2-11-0 10-9-12 7-10-12 3-2-3 5-3-2 0-1-10 0-4-5 0-1-10 0-1-6 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss PB03 TrussType Piggyback Qty 5 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:392018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-LQKXENVOr0og1x0LXX4WTb5WV04Ofipe10OsviyDzg6 Scale=1:19.6 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 11 12 4x4 2x4 1.5x4 2x4 8-9-7 8-9-7 4-4-12 4-4-12 8-9-7 4-4-11 0-4-7 2-11-2 0-1-10 0-4-7 0-1-10 8.0012 LOADING (psf) TCLL TCDL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss PB03GE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:402018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-pcuvRjV0cKwXf5bX4Fbl0peiFQRhO95nGg8PR9yDzg5 Scale=1:19.6 T1 T1 B1 ST1 ST1 1 2 3 4 5 6 7 9 8 10 11 12 13 3x4 2x4 1.5x4 2x4 1.5x4 1.5x4 1.5x4 8-9-7 8-9-7 4-4-12 4-4-12 8-9-7 4-4-11 0-4-7 2-11-2 0-1-10 0-4-7 0-1-10 8.0012 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss PB04 TrussType Piggyback Qty 5 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:412018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-HpSIf3WeNe2OGFAjey6_Y0Ar?qmF7cNxUKtz_byDzg4 Scale=1:19.4 W1 T1 T2 B1 ST1 1 2 3 4 6 5 7 8 9 1.5x4 1.5x4 4x4 1.5x4 2x4 6-0-12 6-0-12 1-8-0 1-8-0 6-0-12 4-4-11 1-8-3 2-11-2 0-1-10 0-4-7 0-1-10 8.0012 LOADING (psf) TCLL TCDL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss PB05 TrussType Piggyback Qty 1 Ply 3 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:422018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-l??gsPXG8xBFuPlvCgdD5Ej26D62s3z4jzdWW1yDzg3 Scale=1:16.7 T1 T2 W1 B1 ST1 1 2 3 4 6 5 7 8 9 4x4 1.5x4 2x4 1.5x4 1.5x4 7-11-14 7-11-14 5-10-10 5-10-10 7-11-14 2-1-3 0-4-1 2-5-7 0-1-10 1-5-5 0-1-10 5.0012 LOADING (psf) TCLL TCDL BCLL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss PB06 TrussType Piggyback Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:432018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-DBZ24lYvvFJ6WZK6mN8SdRG9zdQbbWjEydN42UyDzg2 Scale=1:16.7 T1 T2 W1 B1 ST1 1 2 3 4 6 5 7 8 9 4x4 1.5x4 2x4 1.5x4 1.5x4 7-11-14 7-11-14 5-10-10 5-10-10 7-11-14 2-1-3 0-4-1 2-3-15 0-1-8 1-5-7 0-1-8 5.0012 LOADING (psf) TCLL TCDL BCLL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss PB07 TrussType Piggyback Qty 7 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:442018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-hO7QH5ZXgZRy7jvIJ5fhAfoKi1lGKzlNAH6dawyDzg1 Scale=1:19.6 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 11 12 4x4 2x4 1.5x4 2x4 11-9-5 11-9-5 5-10-10 5-10-10 11-9-5 5-10-10 0-4-1 2-3-15 0-1-8 0-4-1 0-1-8 5.0012 LOADING (psf) TCLL TCDL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T01 TrussType Common Qty 2 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:452018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-AahoURZ9RsZpltUUtoBwjsLWNR0I3JyWPxsA7MyDzg0 Scale=1:61.6 T1 T2 B1 W3 W4 W3 W1 W2 W6 W5 B2 1 2 3 4 5 6 10 9 8 7 11 12 13 14 15 1.5x4 4x4 3x5 3x8 3x4 4x4 3x5 3x8 3x4 7-9-0 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T01GE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:462018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-emFBinanCAhgN02hRWi9F4uh9rS?oqsgebbkfoyDzg? Scale=1:63.0 W1 T1 T1 W1 B1 ST4 ST3 ST2 ST1 ST4 ST3 ST2 ST1 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 25 26 3x4 3x5 3x4 3x5 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T02 TrussType PiggybackBaseGirder Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:482018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-a9Nx7Sc1knxOcKC3YwkdKVz0xey7Gahz5v4qihyDzfz Scale=1:68.4 T1 T2 T1 B1 W3 W4 W5 W6 W5 W7 W5 W4 W3 W1 W2 W9 B2 W8 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 20 21 22 23 24 25 26 3x8 4x8 4x8 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T02 TrussType PiggybackBaseGirder Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:492018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-2LwJKocgV53FEUnG6eFstiWBh2IM?1x6KZqOF7yDzfy NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1096 lb down and 94 lb up at 2-0-12, 1096 lb down and 94 lb up at 4-0-12, 1096 lb down and 94 lb up at 6-0-12, 1096 lb down and 94 lb up at 8-0-12, and 1096 lb down and 94 lb up at 10-0-12, and 1096 lb down and 94 lb up at 12-0-12 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=-61, 5-7=-51, 8-15=-20 Concentrated Loads(lb) Vert: 13=-1096(B) 22=-1096(B) 23=-1096(B) 24=-1096(B) 25=-1096(B) 26=-1096(B) DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T02GE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:502018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-WXUhY8dIFPB6reMSgLm5Qw2H0SlHkUPFZDZxnayDzfx Scale=1:68.4 T1 T2 T3 B1 W3 W4 W5 W6 W5 W7 W5 W4 W3 W1 W2 W1 W2 ST9 ST7 ST8 ST5 ST6 ST3 ST4 ST2 ST1 ST10 ST11 ST12 ST5 ST3 B2 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T02GE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:512018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-_k23lUew0iJzToxeE3HKy7bSms5WTxfPntJVJ0yDzfw NOTES- 13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 58 lb down and 116 lb up at 0-11-5 on top chord, and 19 lb down and 18lb up at 0-11-5, 95 lb down and 57 lb up at 1-0-13, 95 lb down and 58 lb up at 3-0-13, 95 lb down and 58 lb up at 5-0-13, 95 lb down and 58 lb up at 7-0-13, 95 lb down and 58 lb up at 9-0-13, and 95 lb down and 58 lb up at 10-11-4, and 128 lb down and 60 lb up at 12-5-4 on bottomchord.The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). 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=-61, 6-8=-51, 8-9=-51, 10-17=-20 Concentrated Loads(lb) Vert: 16=-89 42=34(F) 46=-90 47=-89 48=-89 49=-89 50=-89 51=-111 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T03 TrussType PiggybackBase Qty 14 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:522018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-SwcSyqfYn0Rq5xWqnmpZVL7ZpFQSCQNY0X22rSyDzfv Scale=1:65.8 W1 T1 T2 B1 W2 W1 W2 W3 W4 W5 W7 W6 T3 B2 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 18 19 1.5x4 4x4 5x6 3x6 3x4 5x8 1.5x4 3x4 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T03AGE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:542018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-PJkCNWgoJdhYKFgDvBr1amD5V3CNgRqrUrX9wLyDzft Scale=1:73.5 W1 T1 T2 W3 B1 ST1 ST1 ST1 ST1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 T3 B2 W2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 33 34 3x4 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T03AGE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:542018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-PJkCNWgoJdhYKFgDvBr1amD5V3CNgRqrUrX9wLyDzft NOTES- 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) 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21, 20 except (jt=lb) 18=160, 19=432. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T03GE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:552018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-tVIabrhQ4xpPyPEPTvMG7zl9cTTcPu4?iVHiSnyDzfs Scale=1:73.5 W1 T1 T2 W3 B1 ST1 ST1 ST1 ST1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 T3 B2 W2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 32 33 34 5x6 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T03GE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:562018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-LhsyoBi3rFxFZZpc0ctVfBIJMtpr8LK8x90G_DyDzfr NOTES- 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20, 19 except (jt=lb) 17=302, 18=331. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T04 TrussType Common Qty 5 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:572018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-puPL0XjhcY36BjOoaJOkCOrWWGAYtm?HApmpXgyDzfq Scale=1:48.7 T1 T1 B1 W1 W2 W3 W2 W1 HW1 W5 1 B2 W4 2 3 4 5 6 7 8 13 12 11 10 9 18 19 20 21 22 23 4x4 3x5 3x4 3x4 3x5 1.5x4 3x8 3x5 4x4 1.5x4 5x6 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T04GE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:582018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-H4zjDtjJNsCzpsz_81vzkcNhGgZ?cGgROTVM36yDzfp Scale=1:51.7 T1 T1 W1 B1 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 HW1 ST1 1 B2 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 28 2726 25 24 23 22 21 20 19 1817 29 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T05 TrussType CommonGirder Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:592018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-lGX5QDkx8AKqQ0YBikRCHpwoB4mPLc_ad7FwbYyDzfo Scale=1:48.7 T1 T1 B1 W1 W2 W3 W2 W1 W5 B2 W4 1 2 3 4 5 6 7 12 11 10 9 8 16 17 18 19 20 21 5x6 4x6 4x6 3x5 2x4 3x10 3x5 4x4 3x4 4x8 5-11-0 5-11-0 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T05 TrussType CommonGirder Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:56:592018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-lGX5QDkx8AKqQ0YBikRCHpwoB4mPLc_ad7FwbYyDzfo LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-4=-501, 4-6=-91, 6-7=-91, 8-13=-20 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T06 TrussType PiggybackBase Qty 5 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:012018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-iffrrvmBgnaYgKiZp9TgME?5NuSWpX3t5Rk1gRyDzfm Scale=1:78.3 T1 T2 T3 B1 W3 W4 W5 W6 W6 W5 W7 W8 W1 W2 W10 W9 T4 B2 B3 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T06 TrussType PiggybackBase Qty 5 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:012018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-iffrrvmBgnaYgKiZp9TgME?5NuSWpX3t5Rk1gRyDzfm LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T06GE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:032018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-e2ncGbnSCOqGvesyxaV8Rf5SvhB9HQaAYlD7kJyDzfk Scale=1:83.4 T1 T2 T3 B1 W4 W3 W5 W8 W1 W2 W10 W9 W6 W6 W5 W7 T4 B2 B3 ST13 ST14 ST11 ST12 ST10 ST8 ST9 ST6 ST7 ST5 ST3 ST4 ST1 ST2 ST13 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T06GE TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:042018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6EK_Uwo4yiy7XnQ8UI0N_tddf5XO0tqJnPyhHmyDzfj NOTES- 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) 25 except(jt=lb) 19=159, 22=135, 10=199, 18=490, 11=126. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T07 TrussType PiggybackBase Qty 5 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:052018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-aQuMhGpij04_8x?K2?XcX4AnkVsmlJfT?2iEpCyDzfi Scale=1:66.8 W1 T1 T2 B1 W2 W3 W4 W5 W7 W6 T3 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 3x4 3x4 5x6 3x4 3x4 3x4 3x5 4x4 3x4 6x12MT18H 6-0-12 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T08 TrussType PiggybackBaseGirder Qty 1 Ply 3 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:072018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Wp076yqyFdKiOF9jAQa4cVF6OIWzD9FmTMBLt5yDzfg Scale=1:59.5 T2 T3 W7 B1 W1 W2 W3 W4 W5 W6 W7 W8 W7 W8 T1 B2 1 HW1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 5x10 1.5x4 8x8 6x16MT18H 5x6 6x8 3x4 3x6 8x8 10x10 5x8 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T08 TrussType PiggybackBaseGirder Qty 1 Ply 3 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:072018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Wp076yqyFdKiOF9jAQa4cVF6OIWzD9FmTMBLt5yDzfg NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 10=1714, 1=1549. 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) 1140 lb down and 215 lb up at 2-0-12, 1140 lb down and 215 lb up at 4-0-12, 1140 lb down and 215 lb up at 6-0-12, 1140 lb down and 215 lb up at 8-0-12, 1140 lb down and 215 lb up at 10-0-12, 1140 lb down and 215 lb up at 12-0-12, 1140lb down and 215 lb up at 14-0-12, 1140 lb down and 215 lb up at 16-0-12, 1140 lb down and 215 lb up at 18-0-12, 1140 lb down and 215 lb up at 20-0-12, 1140 lb down and 215 lb up at 22-0-12, 1140 lb down and 215 lb up at 24-0-12, and 1140 lb down and 215 lb up at 26-0-12, and 1142 lb down and 213 lb up at 28-0-12 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: 1-7=-51, 7-9=-61, 10-17=-20 Concentrated Loads(lb) Vert: 13=-1140(F) 24=-1140(F) 25=-1140(F) 26=-1140(F) 27=-1140(F) 28=-1140(F) 29=-1140(F) 30=-1140(F) 31=-1140(F) 32=-1140(F) 33=-1140(F) 34=-1140(F) 35=-1140(F) 36=-1142(F) DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T09 TrussType PiggybackBase Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:082018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-_?aVJIra0xSZ?Pkvj75J8joLrirlyfdvi0wuQXyDzff Scale=1:63.3 T2 T3 W7 B1 W3 W4 W5 W6 W7 W8 W9 W1 W2 T1 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 1819 20 3x4 4x6 1.5x4 3x4 3x4 3x4 3x4 5x6 3x4 3x4 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T10 TrussType PiggybackBase Qty 7 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:102018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-xOiFk_trYYiGFiuIrY7nD8tf6WV1QUnC9KP?UPyDzfd Scale=1:71.0 T2 T3 T4 B1 W3 W4 W5 W6 W7 W8 W7 W8 W7 W1 W2 W10 W9 T1 B2 B1 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 20 21 22 23 24 25 26 3x6 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T11 TrussType Hip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:112018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-PaGdyKtTJsq7tsTUPGe0mLQwswtC9y1LO_9Y0syDzfc Scale=1:91.9 0-1-10 0-1-10 T2 T3 T4 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W9 W10 W9 W11 W12 W13 W14 HW1 HW1 T1 T5 B4 B5 1 2 3 4 5 6 7 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T11 TrussType Hip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:122018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-tmp09gu549y_U02gyzAFJZy4cJDRuPGVceu6ZIyDzfb NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=287, 14=266. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T12 TrussType Hip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:132018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-LzNOM?vjrT4r6AdtWghUrmVFXjaGdtverIef5kyDzfa Scale=1:91.9 0-1-10 0-1-10 T2 T3 T4 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W9 W10 W11 W10 W9 W12 W13 W14 W15 HW1 HW1 T1 T5 B4 B5 1 2 3 4 5 6 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T12 TrussType Hip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:132018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-LzNOM?vjrT4r6AdtWghUrmVFXjaGdtverIef5kyDzfa NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=272, 15=248. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T13 TrussType Hip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:152018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-HLV8nhxzN4LZLUmFe5jywBabeXGi5ntxJc7m9dyDzfY Scale=1:92.1 0-1-10 0-1-10 T2 T3 T4 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W9 W10 W11 W10 W9 W12 W13 W14 W15 HW1 HW1 T5 B4 B5 1 2 3 4 5 6 7 8 9 10 11 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T13 TrussType Hip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:152018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-HLV8nhxzN4LZLUmFe5jywBabeXGi5ntxJc7m9dyDzfY NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=276, 16=228. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T14 TrussType Roof Special Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:172018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-EkdvCNyEvibHbnwelWlQ0cgzTKynZi8EmwctEVyDzfW Scale=1:92.1 0-1-10 0-1-10 T2 T3 T4 T5 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W9 W8 W9 W8 W10 W11 W12 W13 W14 W15 W16 HW1 HW1 T6 B4 1 2 3 4 5 6 7 8 9 10 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T14 TrussType Roof Special Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:172018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-EkdvCNyEvibHbnwelWlQ0cgzTKynZi8EmwctEVyDzfW NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=361, 17=234. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T15 TrussType Roof Special Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:192018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-A7kfd3_UQJr?q541txou51lJ_8eG1chXDE5zIOyDzfU Scale=1:92.1 0-1-10 0-1-10 T2 T3 T4 T5 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W9 W8 W10 W11 W12 W13 W14 W15 W16 HW1 HW1 T6 B4 1 2 3 4 5 6 7 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T15 TrussType Roof Special Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:192018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-A7kfd3_UQJr?q541txou51lJ_8eG1chXDE5zIOyDzfU NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=361, 16=234. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T16 TrussType Roof Special Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:212018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6VsP2k?kyw5i3PEP_MqMASqgQyGDVUFphYa4NHyDzfS Scale=1:100.2 0-1-10 0-1-10 0-1-10 0-1-10 T2 T3 T4 T5 T6 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W7 W9 W10 W11 W12 W13 W14 W15 W14 W16 W17 W18 W19 T1 T7 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T16 TrussType Roof Special Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:212018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6VsP2k?kyw5i3PEP_MqMASqgQyGDVUFphYa4NHyDzfS NOTES- 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)All plates areMT20 plates unless otherwiseindicated. 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) 2=363, 19=229. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T17 TrussType Roof Special Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:242018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-W4YYgm2dFrTHwsy_fUN3o5S9w9M8iqSGNWok_byDzfP Scale=1:98.5 0-1-10 0-1-10 0-1-10 0-1-10 W1 T1 T2 T3 T4 T5 B1 B2 B3 W2 B4 W3 W4 W5 W6 W7 W8 W9 W11 W10 W12W13W12 W14 W15 W16 W17 W18 W19 W18 W20 W21 W22 W23 HW2 T6 B5 B6 F2 F4 F3 F3 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T17 TrussType Roof Special Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:242018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-W4YYgm2dFrTHwsy_fUN3o5S9w9M8iqSGNWok_byDzfP NOTES- 5)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(flatroofsnow: 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 0.500/12in accordancewithIBC 1608.3.4. 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)Provide adequate drainage to preventwater ponding. 9)All plates are 4x4MT20 unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Bearing at joint(s) 34 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 34=349, 17=207. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T18 TrussType Roof Special Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:272018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-xfDgJo4VYmrsnKhZLdxmQj4j0MLhvDOi3U1PbwyDzfM Scale=1:93.7 0-1-10 0-1-10 0-1-10 0-1-10 W1 T1 T2 T3 T4 T5 B1 B2 B3 W2 B4 W3 W4 W5 W6 W7 W8 W9 W11 W10 W12W13W12W14 W15 W16 W17 W18 W19W20W19 W18 W21 W22 W23 W24 B5 B6 HW2 F2 F4 F3 F3 1 2 3 4 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T18 TrussType Roof Special Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:272018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-xfDgJo4VYmrsnKhZLdxmQj4j0MLhvDOi3U1PbwyDzfM NOTES- 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 and C-C Exterior(2)-0-10-12 to 4-0-1,Interior(1) 4-0-1 to 11-2-0,Exterior(2) 11-2-0 to 16-0-13,Interior(1) 21-2-6 to 36-6-0,Exterior(2) 36-6-0 to 41-4-13zone;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 5)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(flatroofsnow: 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 0.500/12in accordancewithIBC 1608.3.4. 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)Provide adequate drainage to preventwater ponding. 9)All plates are 4x4MT20 unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Bearing at joint(s) 35 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 35=336, 17=223. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T19 TrussType Roof Special Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:302018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-LEvpxp6NrhERenQ80lUT1MiFDaI86Yw8lRF3BFyDzfJ Scale=1:93.9 0-1-10 0-1-10 0-1-10 0-1-10 W1 T1 T2 T3 T4 T5 B1 B2 B3 W2 B4 W3 W4 W5 W6 W7 W8W9 W11 W10 W12 W13 W12 W14 W15 W16 W17 W18 W19W20W21W20W19 W18 W22 W23 W24 W25 B5 B6 HW2 F2 F4 F3 F3 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T19 TrussType Roof Special Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:302018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-LEvpxp6NrhERenQ80lUT1MiFDaI86Yw8lRF3BFyDzfJ NOTES- 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 and C-C Exterior(2)-0-10-12 to 4-0-1,Interior(1) 4-0-1 to 9-2-0,Exterior(2) 9-2-0 to 14-0-13,Interior(1) 19-2-6 to 38-6-0,Exterior(2) 38-6-0 to 43-4-13zone;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 5)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(flatroofsnow: 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 0.500/12in accordancewithIBC 1608.3.4. 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)Provide adequate drainage to preventwater ponding. 9)All plates are 2x4MT20 unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Bearing at joint(s) 37 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 37=324, 18=251. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T20 TrussType Hip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:312018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-pQTB8970c?MIGx?KaS?iaZFJh_iqr2vI_5?ckhyDzfI Scale=1:55.8 0-1-10 0-1-10 T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W3 W1 W2 W6 W7 W8 W9 T3 B2 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 2122 23 24 6x6 3x4 3x8 3x8 3x5 3x4 1.5x4 3x10 6x6 3x4 3x4 5x6 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T21 TrussType HipGirder Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:332018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-mpbyZr8G7cc0VF8jht2Af_KbmnLDJwJbSPUjoayDzfG Scale=1:56.5 0-1-10 0-1-10 T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W1 W6 W7 W2 W8 W9 T3 B2 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 6x6 3x6 3x8 5x6 4x6 5x6 3x5 3x10 1.5x4 3x4 3x5 6x6 3x4 3x4 6x6 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T21 TrussType HipGirder Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:332018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-mpbyZr8G7cc0VF8jht2Af_KbmnLDJwJbSPUjoayDzfG NOTES- 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 813 lb down and 316 lb up at 26-5-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-7=-61, 7-9=-51, 9-10=-51, 11-19=-20 Concentrated Loads(lb) Vert: 12=-813(B) DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T22 TrussType Hip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:342018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-E?8KnB9uuwks7OjvFbZPCCtscBfb2Lfkg3DGK0yDzfF Scale=1:49.5 0-1-10 0-1-10 T1 T2 T4 B1 W1 W3 W4 W3 W4 W3 W4 W3 W4 W3 W4 W3 W6 T3 B2 W2 W5 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 10x14MT18H 4x6 6x10 5x6 4x6 3x10MT18H 4x4 4x8 3x5 4x8 2x4 3x4 3x5 3x5 4x8 4x6 3x6 0-7-8 0-7-8 5-8-6 5-0-14 10-7-7 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T23 TrussType HalfHipGirder Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:392018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-azyDquD1jSM9EAct289avFalMCV3jeETqLx10EyDzfA Scale=1:54.8 0-1-10 W1 T1 T3 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W3 HW2 T2 B2 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 24 25 26 27 28 293031 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 4849 3x4 6x6 6x8 6x6 5x6 5x6 5x6 4x6 4x8 3x6 4x6 4x4 4x6 6x6 8x8 2x4 3x12MT18H 4x4 4-9-1 4-9-1 9-4-7 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T23 TrussType HalfHipGirder Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:392018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-azyDquD1jSM9EAct289avFalMCV3jeETqLx10EyDzfA NOTES- 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)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11) Refer to girder(s) for truss to trussconnections. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 19=766, 10=1012. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 22 lb down and 43 lb up at 1-7-4, 22 lb down and 43 lb up at 3-7-4, 22lb down and 43 lb up at 5-7-4, 22 lb down and 43 lb up at 7-7-4, 22 lb down and 43 lb up at 9-7-4, 22 lb down and 43 lb up at 11-7-4, 22 lb down and 43 lb up at 13-7-4, 22 lb down and 43 lb up at 15-7-4, 22 lb down and 43 lb up at 17-7-4, 22 lb down and 43 lb up at 19-7-4, 22 lb down and 43 lb up at 21-7-4, 22 lb down and 43 lb up at 23-7-4, and 22 lb down and 43 lb up at 25-7-4, and 42 lb down and 116 lb up at 27-8-0 on top chord, and 12 lb down and 32 lb up at 1-7-4, 12 lb down and 32 lb up at 3-7-4, 12 lb down and 32 lb up at 5-7-4, 12 lb down and 32 lb up at 7-7-4, 12 lb down and 32 lb up at 9-7-4, 12 lb down and 32 lb up at 11-7-4, 12 lb down and 32lb up at 13-7-4, 12 lb down and 32 lb up at 15-7-4, 12 lb down and 32 lb up at 17-7-4, 12 lb down and 32 lb up at 19-7-4, 12 lb down and 32 lb up at 21-7-4, 12 lb down and 32 lb up at 23-7-4, 12 lb down and 32 lb up at 25-7-4, and 780 lb down and 302 lb up at 26-5-4, and 44 lb down and 75 lb up at 27-7-4 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: 1-8=-61, 8-11=-51, 19-20=-20 Concentrated Loads(lb) Vert: 17=-2(B) 12=-1(B) 37=-2(B) 38=-2(B) 39=-2(B) 40=-2(B) 41=-2(B) 42=-2(B) 43=-2(B) 44=-2(B) 45=-2(B) 46=-2(B) 47=-2(B) 48=-2(B) 49=-780(F) DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T24 TrussType HalfHipGirder Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:412018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-XL4zFaFHF4ctTTmF9ZB2_gf4005gBWKmHfQ846yDzf8 Scale=1:20.4 0-1-10 T1 T2 W7 B1 W3 W4 W5 W6 W7 W6 W1 W2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 5x6 7x14MT18H 3x10 3x4 4x8 6x6 1.5x4 8x8 6x6 2-7-8 2-7-8 3-9-0 1-1-8 6-7-12 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T24 TrussType HalfHipGirder Qty 1 Ply 2 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:412018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-XL4zFaFHF4ctTTmF9ZB2_gf4005gBWKmHfQ846yDzf8 NOTES- 13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 60 lb down and 100 lb up at 3-9-0, 55 lb down and 72 lb up at 4-8-4, and 56 lb down and 72 lb up at 6-8-4, and 49 lb down and 32 lb up at 8-8-4 on top chord, and 1619 lb down and 786 lb up at 2-7-8, 32 lb down and 68 lb up at 3-9-0, 1313lb down and 487 lb up at 4-8-4, 28 lb down and 43 lb up at 4-8-4, 1465 lb down and 562 lb up at 6-8-4, 28 lb down and 43 lb up at 6-8-4, and 1243 lb down and 500lb up at 8-8-4, and 65 lb down and 53 lb up at 8-8-4 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=-61, 7-11=-20 Concentrated Loads(lb) Vert: 4=-30(F) 10=-1619(B) 9=-16(F) 5=-24(F) 8=-1485(F=-21,B=-1465) 13=-24(F) 14=-18(F) 15=-1334(F=-21,B=-1313) 16=-1307(F=-65,B=-1243) DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T25 TrussType HalfHipGirder Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:422018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-?YdLSwFv0Nkk5dKRjGiHWuC9VPMUwAqvWJ9hdZyDzf7 Scale=1:16.8 0-1-10 T1 T2 W4 B1 W2 W3 W1 1 2 3 6 5 7 4 2x4 5x6 2x4 4x4 5x6 4x6 0-11-0 0-11-0 3-10-8 2-11-8 0-11-0 0-11-0 3-10-8 2-11-8 2-4-11 2-7-10 2-9-4 2-7-10 5.0012 LOADING (psf) TCLL TCDL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T26 TrussType HalfHip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:442018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-xwl6tcH9Y?_SKxUqqhklcJHXJD9VOwPCzdeohRyDzf5 Scale=1:32.7 0-1-10 T1 T2 W11 B1 B2 B3 B4 B1 W3 W5 W4 W6 W7 W8 W10 W9 W1 W2 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 6x6 1.5x4 1.5x4 3x4 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T27 TrussType HalfHip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:452018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-P7JU4yIoJI7Jy530OPF_8WqhFdWR7STMCHOMDuyDzf4 Scale=1:29.1 0-1-10 T1 T2 W11 B1 B2 B3 B4 B1 W3 W5 W4 W6 W7 W8 W10 W9 W1 W2 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 6x6 1.5x4 1.5x4 3x4 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T28 TrussType HalfHip Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:462018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-tJtsIIJQ3cF9ZEeDy6nDhkNxX1rFsvqVRx7vmKyDzf3 Scale=1:28.2 0-1-10 T1 T2 W12 B1 B2 B3 B4 B1 W3 W5 W4 W6 W7 W8 W9 W8 W11 W10 W1 W2 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 6x6 1.5x4 3x4 1.5x4 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T29 TrussType HalfHipGirder Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:482018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-pi?djzKgbDVtpYob3Xphm9SHWqWJKmpouFc0qCyDzf1 Scale=1:27.9 0-1-10 T1 T2 W5 B1 W3 W4 W5 W4 W5 W4 W1 W2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 20 21 6x6 1.5x4 2x4 3x4 3x4 3x4 1.5x4 4x10 3x8 3x4 2-4-8 2-4-8 6-6-9 4-2-1 10-10-7 4-3-13 15-4-0 4-5-9 -0-10-12 0-10-12 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss T29 TrussType HalfHipGirder Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:482018 Page2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-pi?djzKgbDVtpYob3Xphm9SHWqWJKmpouFc0qCyDzf1 LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-3=-51, 3-6=-61, 7-11=-20 Concentrated Loads(lb) Vert: 10=1(B) 9=-0(B) 16=-1(B) 17=-0(B) 18=-0(B) 19=-0(B) 20=-0(B) 21=-3(B) DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V01 TrussType Valley Qty 2 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:492018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-IuY?wJLIMXdkQiNodEKwJM?SAEyv3Jlx7vMZMfyDzf0 Scale=1:75.2 T2 W1 B1 ST2 ST1 T1 1 2 3 4 5 8 7 6 9 10 11 3x4 1.5x4 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 13-2-11 13-2-11 13-2-11 13-2-11 0-0-4 13-2-11 12.0012 LOADING (psf) TCLL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V02 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:502018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-m46N7fMw7rlb2sy_Byr9raXf9eJ6ok35MZ56v5yDzf? Scale=1:72.6 T2 T2 B1 ST3 ST2 ST1 ST2 ST1 T1 T1 B2 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 3x4 4x4 3x4 3x4 5x6 3x4 0-0-4 0-0-4 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V03 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:512018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-EHglL?MYu8tSg0WAlfMOOn4qt2fTXCtEaDrgRXyDzf_ Scale:3/16"=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 21-1-2 21-1-2 21-1-6 0-0-4 10-6-11 10-6-11 21-1-6 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V04 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:522018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-iTE7YLNBfS?JH95MINtdw?dzIRzbGgLOpsaDy_yDzez Scale=1:60.8 T1 T1 B1 ST2 ST1 ST1 B2 1 2 3 4 5 9 8 7 6 10 11 12 13 14 15 3x4 4x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-4 0-0-4 18-5-6 18-5-2 9-2-11 9-2-11 18-5-6 9-2-11 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V05 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:532018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-AfoWmhOpQm7AvJgZs4PsTC9AFrKx?8BX2WKnUQyDzey Scale=1:48.9 T1 T1 B1 ST2 ST1 ST1 1 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 15-9-6 15-9-2 7-10-11 7-10-11 15-9-6 7-10-11 0-0-4 7-10-11 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V06 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:542018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-erMuz1PRB3F1XTFlQow50QiLQFg4kcIgHA3K1syDzex Scale=1:42.7 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 13-1-2 13-1-2 13-1-6 0-0-4 6-6-11 6-6-11 13-1-6 6-6-11 0-0-4 6-6-11 0-0-4 12.0012 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V07 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:552018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-62wGBNQ3yNNu8dqx_VRKYdESkf_jT3pqVqptZIyDzew Scale=1:34.5 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 2x4 4x4 2x4 1.5x4 0-0-4 0-0-4 10-5-6 10-5-2 5-2-11 5-2-11 10-5-6 5-2-11 0-0-4 5-2-11 0-0-4 12.0012 LOADING (psf) TCLL TCDL BCLL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V08 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:562018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-aEUeOiQhjgVlmnP8XCyZ5rngr3MTCXszkUYR5lyDzev Scale=1:27.1 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 2x4 4x4 1.5x4 2x4 0-0-4 0-0-4 7-9-6 7-9-2 3-10-11 3-10-11 7-9-6 3-10-11 0-0-4 3-10-11 0-0-4 12.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V09 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:572018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-3Q10c2RJU_dcOx_K5wTod2KtpSjlx_S7z8I_dByDzeu Scale=1:18.6 T1 T1 B1 ST1 1 2 3 4 2x4 4x4 1.5x4 2x4 0-0-4 0-0-4 5-1-6 5-1-2 2-6-11 2-6-11 5-1-6 2-6-11 0-0-4 2-6-11 0-0-4 12.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V10 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:582018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-XdbPpOSyFIlS?4ZWfd_1AGs3es3CgR0GBo1YAdyDzet Scale=1:8.9 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-4 0-0-4 2-5-6 2-5-2 1-2-11 1-2-11 2-5-6 1-2-11 0-0-4 1-2-11 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 # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V11 TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:57:592018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-?p9n0kTa0btJdE8jDLVHjTPDsGOUPsrPQSn5i4yDzes Scale=1:71.7 T2 W1 B1 ST9 ST8 ST7 ST6 ST5 ST4 ST3 ST1 ST2 T1 B2 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 3x4 3x4 5x6 20-3-6 20-3-6 20-3-6 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V12 TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:002018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-T?j9E4TCmv?AFOivm21WFhyL4gjR8HTZf6WeEWyDzer Scale=1:67.3 T2 W1 B1 ST4 ST3 ST2 ST1 T1 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 3x4 3x4 3x4 19-0-6 19-0-6 19-0-6 19-0-6 0-0-4 12-8-4 8.0012 LOADING (psf) TCLL TCDL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V13 TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:012018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-xCHXRQUqXD81sYH5KmYlouUVU42NtmwiumGCmyyDzeq Scale=1:59.9 T2 W1 B1 ST3 ST2 ST1 T1 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 3x4 3x4 3x4 17-9-6 17-9-6 17-9-6 17-9-6 0-0-4 11-10-4 8.0012 LOADING (psf) TCLL TCDL BCLL BCDL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V14 TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:022018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-POrvfmVSIWGuUisHuT3_K61hiTPocAWs6Q?lJOyDzep Scale=1:55.7 T2 W1 B1 ST3 ST2 ST1 T1 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 3x4 3x4 3x4 16-6-6 16-6-6 16-6-6 16-6-6 0-0-4 11-0-4 8.0012 LOADING (psf) TCLL TCDL BCLL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V15 TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:032018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-taPHs6W43qOl6sRUSBaDtJatdtlALeW?L4lJrryDzeo Scale=1:49.2 T2 W1 B1 ST3 ST2 ST1 T1 1 2 3 4 5 6 10 9 8 7 11 3x4 3x4 15-3-6 15-3-6 15-3-6 15-3-6 0-0-4 10-2-4 8.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V16 TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:042018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Lnzg4RXiq8Wcj00g?u5SQX6?JH3k46A9akUsNHyDzen Scale=1:57.0 T2 W1 B1 ST2 ST1 T1 1 2 3 4 5 8 7 6 9 10 3x4 1.5x4 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 14-0-6 14-0-6 14-0-6 14-0-6 0-0-4 9-4-4 8.0012 LOADING (psf) TCLL TCDL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V17 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:052018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-qzW2HnXLbReTL9bsZbchykf9ShOIpYkIoOEPwjyDzem Scale=1:51.6 T1 W1 B1 ST2 ST1 1 2 3 4 7 6 5 8 9 10 3x4 3x4 1.5x4 3x4 1.5x4 1.5x4 1.5x4 12-9-6 12-9-6 0-0-4 8-6-4 8.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V18 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:062018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-I94QU7YzMlmKzJA37J8wVyCIP5mnY0rR12zzSAyDzel Scale=1:47.1 T1 W1 B1 ST2 ST1 1 2 3 4 7 6 5 8 9 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 11-6-6 11-6-6 0-0-4 7-8-4 8.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V19 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:062018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-I94QU7YzMlmKzJA37J8wVyCGC5mjY1RR12zzSAyDzel Scale=1:42.1 T1 W1 B1 ST2 1 ST1 2 3 4 7 6 5 8 9 10 2x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 10-3-6 10-3-6 0-0-4 6-10-4 8.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V20 TrussType GABLE Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:072018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-mMeoiTZb73uBbTlFh0f919kUeU5MHUubGijW_cyDzek Scale=1:38.4 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x4 1.5x4 1.5x4 9-0-6 9-0-6 0-0-4 6-0-4 8.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V21 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:082018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-EYCAvpaDuM02CdKREkAOaNHhfuSG0xUkVMS3W2yDzej Scale=1:32.8 T1 W1 B1 ST1 1 2 3 5 4 6 7 2x4 1.5x4 1.5x4 1.5x4 1.5x4 7-9-6 7-9-6 0-0-4 5-2-4 8.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V22 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:092018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ikmZ79arfg8vqnveoRhd7aquGIoflPnuj0Cd3VyDzei Scale=1:27.9 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x4 1.5x4 1.5x4 6-6-6 6-6-6 0-0-4 4-4-4 8.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V23 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:102018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-AwKxKVbTQ_GmSxTqM9CsfoM11i6uUs_1ygxAbxyDzeh Scale=1:22.4 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 5-3-6 5-3-6 0-0-4 3-6-4 8.0012 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 # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V24 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:112018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-e7uJYrc5BHOc3420wsj5C?vFd6TuDJEABKhk7NyDzeg Scale=1:16.4 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-0-6 4-0-6 0-0-4 2-8-4 8.0012 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 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V25 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:122018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6JRhlBdkybWThEdCTaEKkDSP_VotymUKP_QHfpyDzef Scale=1:17.0 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-2-13 4-2-13 0-0-4 2-9-14 8.0012 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 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V26 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:122018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6JRhlBdkybWThEdCTaEKkDSSOVqNymUKP_QHfpyDzef Scale=1:11.6 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-7-5 2-7-5 0-0-4 1-8-14 8.0012 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 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V27 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:132018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-bV?3yWdMjveKJOCP1HmZHQ_bQv9YhDkTeeAqCGyDzee Scale=1:15.8 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-10-5 3-10-5 0-0-4 2-6-14 8.0012 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 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V28 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:142018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-3iZSAse_TCmBwYnbb_HopeXjTJT6Qg_dtIvOkiyDzed Scale=1:21.5 T1 W1 B1 1 2 3 4 5 2x4 1.5x4 1.5x4 5-1-5 5-1-5 0-0-4 3-4-14 8.0012 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 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V29 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:152018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Xu7qNCfcEWu2YiMn9io1Mr3wzjr397Hm6xfxG8yDzec Scale=1:27.2 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x4 1.5x4 1.5x4 6-4-5 6-4-5 0-0-4 4-2-14 8.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V30 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:162018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-?4hCbYgE?q0vAsx_iPJGv3c2w7BBuZTwKbOVobyDzeb Scale:3/8"=1' T1 W1 B1 ST1 1 2 3 5 4 6 7 2x4 1.5x4 1.5x4 1.5x4 1.5x4 7-7-5 7-7-5 0-0-4 5-0-14 8.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V31 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:172018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-THFaouhsm79mn?WAG7qVRG9FXWWvd1j3ZF82L1yDzea Scale=1:12.4 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-7-8 4-7-8 0-0-4 1-11-2 5.0012 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 DE Job # 62831-W1 Dansco Engineering, LLC Date: 11/30/18 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 1803054-12T Truss V32 TrussType Valley Qty 1 Ply 1 1803054-12TDWH Jackson'sGrantLot117 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.FriNov3014:58:172018 Page1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-THFaouhsm79mn?WAG7qVRG9GGWXRd1m3ZF82L1yDzea Scale=1:20.8 T1 W1 B1 ST1 1 2 3 5 4 6 7 2x4 1.5x4 1.5x4 1.5x4 1.5x4 7-9-14 7-9-14 0-0-4 3-3-2 5.0012 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 0.18 0.11 0.06 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: 22 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=73/7-9-5(min. 0-1-8), 4=108/7-9-5(min. 0-1-8), 5=309/7-9-5(min. 0-1-8) Max Horz1=127(LC 13) Max Uplift4=-24(LC 16), 5=-105(LC 16) MaxGrav1=85(LC 30), 4=122(LC 2), 5=350(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-5=-262/199 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) 0-9-1 to 3-9-14,Interior(1) 3-9-14 to 7-8-2zone;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=105. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.22 0.14 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: 12 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 4-7-8 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=132/4-6-14(min. 0-1-8), 3=132/4-6-14(min. 0-1-8) Max Horz1=68(LC 13) Max Uplift1=-24(LC 16), 3=-38(LC 16) MaxGrav1=149(LC 2), 3=149(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) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 4-5-12zone;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 Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.34 0.11 0.06 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: 26 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=75/7-6-15(min. 0-1-8), 4=108/7-6-15(min. 0-1-8), 5=311/7-6-15(min. 0-1-8) Max Horz1=185(LC 13) Max Uplift1=-13(LC 12), 4=-40(LC 13), 5=-153(LC 16) MaxGrav1=121(LC 30), 4=142(LC 29), 5=378(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-273/261, 2-6=-256/265 WEBS 2-5=-306/207 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) 0-5-12 to 3-7-5,Interior(1) 3-7-5 to 7-5-9zone;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, 4 except(jt=lb) 5=153. 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 0.23 0.10 0.06 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: 21 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=14/6-3-15(min. 0-1-8), 4=111/6-3-15(min. 0-1-8), 5=281/6-3-15(min. 0-1-8) Max Horz1=152(LC 13) Max Uplift1=-38(LC 14), 4=-36(LC 13), 5=-138(LC 16) MaxGrav1=78(LC 13), 4=144(LC 29), 5=341(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-252/236 WEBS 2-5=-279/199 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 6-2-9zone;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, 4 except(jt=lb) 5=138. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.34 0.21 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: 16 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 5-1-5 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=159/5-0-15(min. 0-1-8), 3=159/5-0-15(min. 0-1-8) Max Horz1=119(LC 15) Max Uplift1=-17(LC 16), 3=-58(LC 16) MaxGrav1=179(LC 2), 3=200(LC 29) 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 4-11-9zone;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 IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.17 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: 11 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 3-10-5 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=114/3-9-15(min. 0-1-8), 3=114/3-9-15(min. 0-1-8) Max Horz1=86(LC 13) Max Uplift1=-12(LC 16), 3=-42(LC 16) MaxGrav1=129(LC 2), 3=144(LC 29) 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)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 IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.06 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 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-7-5 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=70/2-6-15(min. 0-1-8), 3=70/2-6-15(min. 0-1-8) Max Horz1=53(LC 13) Max Uplift1=-7(LC 16), 3=-26(LC 16) MaxGrav1=79(LC 2), 3=88(LC 29) 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)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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.21 0.13 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: 13 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 4-2-13 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=128/4-2-7(min. 0-1-8), 3=128/4-2-7(min. 0-1-8) Max Horz1=96(LC 13) Max Uplift1=-14(LC 16), 3=-47(LC 16) MaxGrav1=144(LC 2), 3=161(LC 29) 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 4-1-1zone;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)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.19 0.12 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: 12 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 4-0-6 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=120/4-0-0(min. 0-1-8), 3=120/4-0-0(min. 0-1-8) Max Horz1=90(LC 13) Max Uplift1=-13(LC 16), 3=-44(LC 16) MaxGrav1=136(LC 2), 3=152(LC 29) 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 3-10-10zone;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 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 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.37 0.23 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: 16 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 5-3-6 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=165/5-3-0(min. 0-1-8), 3=165/5-3-0(min. 0-1-8) Max Horz1=124(LC 13) Max Uplift1=-17(LC 16), 3=-61(LC 16) MaxGrav1=186(LC 2), 3=208(LC 29) 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 5-1-10zone;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 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 0.24 0.10 0.06 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: 22 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=25/6-6-0(min. 0-1-8), 4=111/6-6-0(min. 0-1-8), 5=282/6-6-0(min. 0-1-8) Max Horz1=157(LC 13) Max Uplift1=-30(LC 14), 4=-37(LC 13), 5=-139(LC 16) MaxGrav1=79(LC 13), 4=144(LC 29), 5=343(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-254/238 WEBS 2-5=-280/198 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 6-4-10zone;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 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, 4 except(jt=lb) 5=139. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.36 0.11 0.07 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: 27 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=82/7-9-0(min. 0-1-8), 4=107/7-9-0(min. 0-1-8), 5=318/7-9-0(min. 0-1-8) Max Horz1=190(LC 13) Max Uplift1=-11(LC 12), 4=-41(LC 13), 5=-157(LC 16) MaxGrav1=128(LC 30), 4=141(LC 29), 5=386(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-276/265, 2-6=-259/269 WEBS 2-5=-312/210 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) 0-5-12 to 3-9-6,Interior(1) 3-9-6 to 7-7-10zone;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 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, 4 except(jt=lb) 5=157. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.51 0.15 0.09 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: 32 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=126/9-0-6(min. 0-1-8), 4=95/9-0-6(min. 0-1-8), 5=374/9-0-6(min. 0-1-8) Max Horz1=223(LC 13) Max Uplift1=-1(LC 12), 4=-44(LC 13), 5=-184(LC 16) MaxGrav1=174(LC 30), 4=129(LC 29), 5=453(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-303/272, 6-7=-279/299, 2-7=-276/303 WEBS 2-5=-363/247 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 8-10-10zone;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 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, 4 except(jt=lb) 5=184. 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-P 0.68 0.12 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: 38 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 10-3-0. (lb)-Max Horz1=256(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 6=-159(LC 16), 7=-113(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=391(LC 29), 7=277(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-374/368, 2-8=-297/259, 8-9=-273/286, 3-9=-270/290 WEBS 3-6=-311/213 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 10-1-10zone;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 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, 5 except(jt=lb) 6=159, 7=113. 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-P 0.54 0.11 0.14 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: 44 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. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 11-6-0. (lb)-Max Horz1=289(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 6=-155(LC 16), 7=-133(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=383(LC 29), 7=327(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-396/396, 2-8=-301/292, 3-8=-274/297 WEBS 3-6=-302/209, 2-7=-258/179 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) 0-5-12 to 3-6-6,Interior(1) 3-6-6 to 11-4-10zone;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 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, 5 except(jt=lb) 6=155, 7=133. 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 0.19 0.19 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: 50 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 4-5 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 12-9-0. (lb)-Max Horz1=323(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 6=-144(LC 16), 7=-164(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=351(LC 29), 7=403(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-8=-408/389, 2-8=-388/415, 2-3=-298/298 WEBS 3-6=-309/194, 2-7=-308/206 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 12-7-10zone;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 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, 5 except(jt=lb) 6=144, 7=164. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 56 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 5-6 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 14-0-6. (lb)-Max Horz1=365(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 6 except 7=-129(LC 16), 8=-200(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 6, 1 except 7=319(LC 29), 8=491(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-9=-366/280, 2-9=-346/313 WEBS 4-7=-259/186, 2-8=-356/238 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 13-10-10zone;cantileverleft exposed ; end verticalleft 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) 6 except(jt=lb) 7=129, 8=200. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 0.19 0.11 0.30 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: 64 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 15-3-6. (lb)-Max Horz1=399(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 7, 1 except 8=-149(LC 16), 9=-140(LC 16), 10=-132(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 7, 1 except 8=370(LC 29), 9=342(LC 29), 10=326(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-449/369, 2-3=-336/254, 3-4=-322/277 WEBS 5-8=-287/202, 4-9=-267/188 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) 0-5-12 to 3-3-6,Interior(1) 3-3-6 to 15-1-10zone;cantileverleft exposed ; endverticalleft 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)All plates are 1.5x4MT20 unless otherwiseindicated. 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) 7, 1 except(jt=lb) 8=149, 9=140, 10=132. 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 0.20 0.12 0.35 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: 72 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*Except* ST3: 2x4 HF/SPF No.2 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 16-6-6. (lb)-Max Horz1=433(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 7, 1 except 8=-151(LC 16), 9=-132(LC 16), 11=-160(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 7, 1 except 8=375(LC 29), 9=324(LC 29), 11=394(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-12=-470/361, 2-12=-445/386, 2-3=-333/230, 3-4=-319/270 WEBS 5-8=-289/204, 4-9=-254/182, 2-11=-289/198 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 16-4-10zone;cantileverleft exposed ; end verticalleft 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)All plates are 1.5x4MT20 unless otherwiseindicated. 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) 7, 1 except(jt=lb) 8=151, 9=132, 11=160. 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-SH 0.29 0.19 0.18 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: 79 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*Except* ST3: 2x4 HF/SPF No.2 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, 5-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 17-9-6. (lb)-Max Horz1=467(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 7 except 8=-155(LC 16), 9=-119(LC 16), 11=-195(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 7, 1 except 8=386(LC 22), 9=292(LC 29), 11=479(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-12=-493/376, 2-12=-473/408, 2-3=-328/221, 3-4=-304/261 WEBS 5-8=-296/207, 2-11=-345/234 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 17-7-10zone;cantileverleft exposed ; end verticalleft 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)All plates are 1.5x4MT20 unless otherwiseindicated. 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) 7 except(jt=lb) 8=155, 9=119, 11=195. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 0.21 0.11 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 87 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*Except* ST4: 2x4 HF/SPF No.2 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 7-8, 6-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 19-0-6. (lb)-Max Horz1=501(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 8, 1 except 9=-150(LC 16), 10=-137(LC 16), 11=-143(LC 16), 13=-127(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 8 except 1=304(LC 16), 9=381(LC 22), 10=335(LC 29), 11=353(LC 29), 13=312(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-576/465, 2-14=-468/339, 3-14=-455/355, 3-4=-444/378, 4-5=-334/271 WEBS 6-9=-295/204, 5-10=-258/183, 4-11=-273/194 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) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 18-10-10zone;cantileverleft exposed ; end verticalleft 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)All plates are 1.5x4MT20 unless otherwiseindicated. 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) 8, 1 except(jt=lb) 9=150, 10=137, 11=143, 13=127. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 20-3-6 13-6-4 8.0012 PlateOffsets(X,Y)-- [21:0-3-0,0-3-0] 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 0.11 0.03 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 132 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*Except* ST9,ST8,ST7,ST6: 2x4 HF/SPF No.2 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 12-13, 11-14, 10-15, 9-16 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 20-3-6. (lb)-Max Horz1=535(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 13, 1, 14, 15, 16, 17, 18, 19, 20, 21, 22 MaxGravAllreactions 250 lb orless at joint(s) 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 except 1=329(LC 16) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-616/489, 2-3=-554/438, 3-4=-492/391, 4-5=-427/320, 5-6=-420/340, 6-7=-361/289, 7-8=-296/238 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) 0-5-12 to 3-5-12,Exterior(2) 3-5-12 to 20-1-10zone;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)All plates are 1.5x4MT20 unless otherwiseindicated. 6)Gablerequirescontinuous bottomchord bearing. 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) 13, 1, 14, 15, 16, 17, 18, 19, 20, 21, 22. 10)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 2-5-6 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=62/2-4-14(min. 0-1-8), 3=62/2-4-14(min. 0-1-8) Max Horz1=23(LC 13) Max Uplift1=-7(LC 17), 3=-7(LC 17) MaxGrav1=70(LC 2), 3=70(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 PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.08 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: 15 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 5-1-6 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=93/5-0-14(min. 0-1-8), 3=93/5-0-14(min. 0-1-8), 4=127/5-0-14(min. 0-1-8) Max Horz1=-58(LC 12) Max Uplift1=-29(LC 17), 3=-29(LC 17) MaxGrav1=107(LC 2), 3=107(LC 2), 4=140(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 0.22 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: 24 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=149/7-8-14(min. 0-1-8), 3=149/7-8-14(min. 0-1-8), 4=203/7-8-14(min. 0-1-8) Max Horz1=-92(LC 12) Max Uplift1=-47(LC 17), 3=-47(LC 17) MaxGrav1=171(LC 2), 3=171(LC 2), 4=224(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 3-10-11,Exterior(2) 3-10-11 to 6-10-11 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)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 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 0.44 0.21 0.09 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: 33 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=205/10-4-14(min. 0-1-8), 3=205/10-4-14(min. 0-1-8), 4=280/10-4-14(min. 0-1-8) Max Horz1=-127(LC 12) Max Uplift1=-65(LC 17), 3=-65(LC 17) MaxGrav1=236(LC 2), 3=236(LC 2), 4=308(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 5-2-11,Exterior(2) 5-2-11 to 8-2-11zone; 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 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: 47 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 13-0-14. (lb)-Max Horz1=-162(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-227(LC 16), 6=-227(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=349(LC 29), 6=348(LC 30) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-8=-322/268, 4-6=-322/268 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 6-6-11,Exterior(2) 6-6-11 to 9-6-11zone; 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=227, 6=227. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 0-0-4 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-SH 0.18 0.10 0.17 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*Except* ST2: 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. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 15-8-14. (lb)-Max Horz1=197(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-264(LC 16), 6=-263(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=411(LC 29), 6=411(LC 30) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-8=-359/296, 4-6=-359/296 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 7-10-11,Exterior(2) 7-10-11 to 10-10-11 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)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=264, 6=263. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 0-0-4 9-2-11 0-0-4 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-SH 0.26 0.17 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 71 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud*Except* ST2: 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 3-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 18-4-14. (lb)-Max Horz1=-232(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 1 except 9=-317(LC 16), 6=-317(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 9=501(LC 29), 6=500(LC 30) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-9=-423/345, 4-6=-423/345 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 9-2-11,Exterior(2) 9-2-11 to 12-2-11 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)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 except(jt=lb) 9=317, 6=317. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 10-6-11 0-0-4 10-6-11 0-0-4 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-SH 0.17 0.10 0.28 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: 88 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud*Except* ST3: 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 4-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 21-0-14. (lb)-Max Horz1=267(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 7 except 1=-106(LC 14), 11=-257(LC 16), 13=-196(LC 16), 9=-256(LC 17), 8=-196(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 7 except 10=275(LC 32), 11=402(LC 29), 13=314(LC 29), 9=401(LC 30), 8=315(LC 30) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-338/220, 6-7=-294/186 WEBS 3-11=-364/307, 2-13=-284/233, 5-9=-364/306, 6-8=-284/233 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 10-6-11,Exterior(2) 10-6-11 to 13-6-11 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)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) 7 except(jt=lb) 1=106, 11=257, 13=196, 9=256, 8=196. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 23-9-6 23-9-2 11-10-11 11-10-11 23-9-6 11-10-11 0-0-4 11-10-11 0-0-4 12.0012 PlateOffsets(X,Y)-- [13:0-3-0,0-3-0] 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 0.11 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 104 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4 HF/SPF No.2 *Except* ST1: 2x4SPFStud 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 5-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 23-8-14. (lb)-Max Horz1=301(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 9 except 13=-252(LC 16), 14=-240(LC 16), 11=-247(LC 17), 10=-239(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 9 except 12=298(LC 32), 13=392(LC 29), 14=381(LC 29), 11=385(LC 30), 10=383(LC 30) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-15=-355/217, 2-15=-327/245, 8-20=-271/187, 9-20=-299/159 BOT CHORD 1-14=-168/270, 13-14=-168/270, 12-13=-162/267, 11-12=-162/267, 10-11=-162/267, 9-10=-162/267 WEBS 4-13=-360/305, 2-14=-332/269, 6-11=-354/299, 8-10=-332/269 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 11-10-11,Exterior(2) 11-10-11 to 14-10-11zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for reactionsshown; 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, 9 except(jt=lb) 13=252, 14=240, 11=247, 10=239. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 0.17 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 67 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 2x4 HF/SPF No.2 *Except* ST1: 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 5-6, 4-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 13-2-7. (lb)-Max Horz1=519(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 6, 1 except 7=-226(LC 16), 8=-296(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 6 except 1=404(LC 16), 7=364(LC 29), 8=472(LC 29) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-9=-616/482, 2-9=-591/518, 2-3=-348/237, 3-4=-317/288 WEBS 4-7=-349/288, 2-8=-406/321 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) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 13-0-15zone;cantileverleft exposed ; endverticalleft 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) 6, 1 except(jt=lb) 7=226, 8=296. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 2-4-8 2-4-8 6-6-9 4-2-1 10-10-7 4-3-13 15-4-0 4-5-9 1-2-15 2-1-3 2-2-13 2-1-3 5.0012 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.31 0.51 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.14 0.02 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 62 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 4-1-11 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)7=608/0-6-0(min. 0-1-8), 11=642/0-6-0(min. 0-1-8) Max Horz11=82(LC 9) Max Uplift7=-178(LC 9), 11=-204(LC 8) MaxGrav7=778(LC 31), 11=702(LC 31) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-803/216, 3-12=-1621/388, 4-12=-1624/388, 4-13=-1389/325, 13-14=-1389/325, 5-14=-1389/325, 5-15=-1389/325, 15-16=-1389/325, 6-16=-1389/325, 6-7=-728/199, 2-11=-689/208 BOT CHORD 10-17=-248/764, 9-17=-248/764, 9-18=-408/1621, 18-19=-408/1621, 8-19=-408/1621 WEBS 3-10=-279/129, 3-9=-190/939, 4-9=-299/131, 4-8=-252/81, 5-8=-379/157, 6-8=-333/1448, 2-10=-193/813 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;cantileverleft and right exposed ; end verticalleft and right exposed; 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 7=178, 11=204. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 63 lb down and 107 lb up at 2-4-8, 21 lb down and 40 lb up at 4-5-4, 21 lb down and 40 lb up at 6-5-4, 21 lb down and 40 lb up at 8-5-4, 21 lb down and 40 lb up at 10-5-4, and 21 lb down and 40 lb up at 12-5-4, and 21 lb down and 41 lb up at 14-5-4 on top chord, and 12 lb down and 11 lb up at 2-4-8, 7 lb down and 4 lb up at 4-5-4, 7 lb down and 4 lb up at 6-5-4, 7 lb down and 4 lb up at 8-5-4, 7 lb down and 4 lb up at 10-5-4, and 7 lb down and 4 lb up at 12-5-4, and 9 lb down and 2 lb up at 14-5-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. Continued 11)In the LOAD on page CASE(2 S)section,loads applied to the face of the truss are noted as front(F) or back(B). 3x4 2x4 1.5x4 3x4 3x8 4x12 3x4 4x4 4x4 6x8 3x5 3x4 1-4-12 1-4-12 2-6-0 1-1-4 4-4-8 1-10-8 8-7-4 4-2-12 12-10-0 4-2-12 15-4-0 2-6-0 -0-10-12 0-10-12 1-4-12 1-4-12 2-6-0 1-1-4 4-4-8 1-10-8 8-7-4 4-2-12 12-10-0 4-2-12 15-4-0 2-6-0 1-2-15 2-11-3 3-0-13 2-11-3 1-0-0 5.0012 PlateOffsets(X,Y)-- [11:0-2-4,0-2-12] 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 0.28 0.49 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.15 0.10 (loc) 12 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 71 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-0-3 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)9=600/0-6-0(min. 0-1-8), 17=626/0-6-0(min. 0-1-8) Max Horz17=118(LC 13) Max Uplift9=-128(LC 13), 17=-117(LC 12) MaxGrav9=750(LC 35), 17=666(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-479/112, 3-4=-1349/431, 4-5=-1321/305, 5-18=-1709/296, 6-18=-1712/296, 6-19=-937/164, 7-19=-937/164, 7-8=-870/154, 8-9=-710/151, 2-17=-631/193 BOT CHORD 13-14=-522/1290, 12-13=-355/1233, 11-12=-351/1709, 7-11=-300/106 WEBS 3-16=-725/278, 14-16=-274/499, 3-14=-305/891, 5-12=-89/513, 6-11=-824/150, 8-11=-214/1075, 2-16=-76/503 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)-0-10-12 to 2-4-4,Interior(1) 2-4-4 to 4-4-8,Exterior(2) 4-4-8 to 8-7-4zone; 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 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 9=128, 17=117. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 3x8 6x8 4x4 1.5x4 3x4 3x8 4x12 4x4 3x5 3x4 1-4-12 1-4-12 2-6-0 1-1-4 6-4-8 3-10-8 12-10-0 6-5-8 15-4-0 2-6-0 -0-10-12 0-10-12 1-4-12 1-4-12 2-6-0 1-1-4 6-4-8 3-10-8 12-10-0 6-5-8 15-4-0 2-6-0 1-2-15 3-9-3 3-10-13 3-9-3 1-0-0 5.0012 PlateOffsets(X,Y)-- [10:0-2-4,0-2-12] 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 0.63 0.46 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.19 0.08 (loc) 10-11 10-11 8 l/defl >999 >975 n/a L/d 240 180 n/a PLATES MT20 Weight: 73 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-9-8 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)8=593/0-6-0(min. 0-1-8), 15=613/0-6-0(min. 0-1-8) Max Horz15=155(LC 13) Max Uplift8=-126(LC 13), 15=-101(LC 12) MaxGrav8=712(LC 35), 15=733(LC 36) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-496/95, 3-4=-1369/470, 4-16=-1042/219, 5-16=-1003/234, 5-17=-684/155, 17-18=-684/154, 18-19=-685/154, 6-19=-687/154, 6-7=-609/136, 7-8=-673/160, 2-15=-697/185 BOT CHORD 11-12=-648/1397, 10-11=-321/947, 6-10=-514/181 WEBS 3-14=-707/288, 12-14=-303/493, 3-12=-385/944, 4-11=-579/337, 5-11=0/301, 5-10=-446/137, 7-10=-216/916, 2-14=-66/501 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)-0-10-12 to 2-4-4,Interior(1) 2-4-4 to 6-4-8,Exterior(2) 6-4-8 to 10-7-7zone; 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 8=126, 15=101. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 5x8 6x8 2x4 1.5x4 3x5 3x8 4x12 4x4 3x4 3x4 1-4-12 1-4-12 2-6-0 1-1-4 8-4-8 5-10-8 12-10-0 4-5-8 15-4-0 2-6-0 -0-10-12 0-10-12 1-4-12 1-4-12 2-6-0 1-1-4 8-4-8 5-10-8 12-10-0 4-5-8 15-4-0 2-6-0 1-2-15 4-7-3 4-8-13 4-7-3 1-0-0 5.0012 PlateOffsets(X,Y)-- [10:0-2-12,0-2-12] 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 0.52 0.57 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.16 0.10 (loc) 11-12 11-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 77 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-3-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 14-15 6-6-5 oc bracing: 11-12. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)8=583/0-6-0(min. 0-1-8), 15=603/0-6-0(min. 0-1-8) Max Horz15=191(LC 13) Max Uplift8=-122(LC 13), 15=-112(LC 16) MaxGrav8=659(LC 35), 15=790(LC 36) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-539/86, 3-4=-1584/488, 4-16=-876/150, 16-17=-774/157, 5-17=-764/169, 5-18=-411/129, 18-19=-413/128, 6-19=-413/128, 6-7=-390/122, 7-8=-625/189, 2-15=-753/178 BOT CHORD 14-15=-256/201, 11-12=-758/1760, 10-11=-288/707, 6-10=-357/126 WEBS 3-14=-749/276, 12-14=-312/526, 3-12=-450/1173, 4-11=-1057/475, 5-11=0/318, 5-10=-499/151, 7-10=-209/697, 2-14=-53/533 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)-0-10-12 to 2-4-4,Interior(1) 2-4-4 to 8-4-8,Exterior(2) 8-4-8 to 12-7-7zone; 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 8=122, 15=112. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 0.73 0.99 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.00 (loc) 4-5 4-5 4 l/defl >999 >648 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 4-9-5 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)6=789/Mechanical, 4=795/Mechanical Max Horz6=9(LC 52) Max Uplift6=-282(LC 8), 4=-296(LC 8) MaxGrav6=800(LC 30), 4=833(LC 30) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-335/111 WEBS 2-5=-168/335 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; porchleft and right exposed; 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)Provide adequate drainage to preventwater ponding. 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) 6=282, 4=296. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1302 lb down and 484 lb up at 1-11-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-3=-61, 4-6=-20 Concentrated Loads(lb) Vert: 7=-1302(F) 2-10-12 9-10-0 3-2-4 -0-10-12 0-10-12 2-7-8 2-7-8 3-9-0 1-1-8 6-7-12 2-10-12 9-10-0 3-2-4 1-2-15 2-8-1 2-9-11 2-8-1 5.0012 PlateOffsets(X,Y)-- [8:0-1-8,Edge], [9:0-3-0,0-4-4], [10:0-3-8,0-2-0], [11:Edge,0-3-8], [11:0-0-0,0-1-12] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.33 0.64 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.08 0.01 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 104 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x6SPF 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. REACTIONS. (lb/size)7=3674/0-6-0(min. 0-2-15), 11=2971/0-4-0(min. 0-2-7) Max Horz11=65(LC 9) Max Uplift7=-1488(LC 9), 11=-1291(LC 8) MaxGrav7=3739(LC 31), 11=3075(LC 32) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-12=-3761/1612, 3-12=-3705/1614, 3-4=-3889/1681, 4-13=-3677/1499, 5-13=-3681/1499, 5-14=-3677/1497, 6-14=-3677/1497, 6-7=-2904/1169, 2-11=-2922/1228 BOT CHORD 9-10=-1517/3422, 9-15=-1562/3605, 8-15=-1562/3605 WEBS 3-10=-437/123, 3-9=-230/625, 4-9=-513/1173, 5-8=-360/165, 6-8=-1876/4608, 2-10=-1548/3649 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-7-0 oc. Bottomchordsconnected as follows: 2x6- 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 exposed ; end verticalleft exposed; porchleft 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=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. 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)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated. 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) except(jt=lb) 7=1488, 11=1291. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 4-7-5 13-11-12 4-7-5 18-7-1 4-7-5 23-2-7 4-7-5 27-8-0 4-5-9 30-2-0 2-6-0 4-9-1 4-9-1 9-4-7 4-7-5 13-11-12 4-7-5 18-7-1 4-7-5 23-2-7 4-7-5 27-8-0 4-5-9 30-2-0 2-6-0 31-0-12 0-10-12 2-1-13 2-3-7 1-2-15 2-1-13 5.0012 PlateOffsets(X,Y)-- [8:0-4-0,0-2-4] 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 0.27 0.27 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.28 -0.47 0.03 (loc) 14-16 14-16 10 l/defl >999 >773 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 415 lb FT= 20% GRIP 197/144 244/190 LUMBER- TOP CHORD2x8SP 2400F 2.0E*Except* T3: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud SLIDER Right 2x6SP 2400F 2.0E 1-6-0 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. REACTIONS. (lb/size)19=1322/Mechanical, 10=1931/0-4-0(min. 0-1-8) Max Horz19=-50(LC 13) Max Uplift19=-766(LC 8), 10=-1012(LC 9) MaxGrav19=1639(LC 31), 10=2129(LC 31) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-1543/717, 1-24=-3824/1807, 24-25=-3824/1807, 2-25=-3824/1807, 2-26=-6331/3000, 26-27=-6331/3000, 3-27=-6331/3000, 3-4=-7566/3593, 4-28=-7566/3593, 28-29=-7566/3593, 5-29=-7566/3593, 5-30=-7566/3593, 30-31=-7566/3593, 31-32=-7566/3593, 6-32=-7566/3593, 6-33=-7493/3524, 33-34=-7493/3524, 7-34=-7493/3524, 7-35=-6211/2879, 35-36=-6211/2879, 8-36=-6206/2879, 8-9=-3397/1575, 9-10=-925/448 BOT CHORD 18-39=-1777/3824, 39-40=-1777/3824, 17-40=-1777/3824, 17-41=-2971/6331, 41-42=-2971/6331, 16-42=-2971/6331, 16-43=-3494/7493, 15-43=-3494/7493, 15-44=-3494/7493, 14-44=-3494/7493, 14-45=-2847/6205, 45-46=-2847/6205, 13-46=-2847/6205, 13-47=-1331/2910, 47-48=-1331/2910, 48-49=-1331/2910, 12-49=-1331/2910, 10-12=-1343/2946 WEBS 1-18=-1838/3892, 2-18=-1235/565, 2-17=-1265/2657, 3-17=-793/361, 3-16=-628/1309, 5-16=-343/165, 6-14=-420/190, 7-14=-687/1365, 7-13=-956/446, 8-13=-1627/3537, 8-12=-212/538 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, 2x8- 2 rowsstaggered at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 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;cantileverright exposed ; end verticalright exposed; porchleft 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=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. Continued on page 2 4-11-2 15-6-9 4-11-2 20-5-10 4-11-2 25-6-8 5-0-14 26-4-8 0-10-0 0-7-8 0-7-8 5-8-6 5-0-14 10-7-7 4-11-2 15-6-9 4-11-2 20-5-10 4-11-2 25-6-8 5-0-14 26-4-8 0-10-0 2-10-15 3-0-7 3-2-1 2-9-14 3-0-7 5.0012 PlateOffsets(X,Y)-- [1:Edge,0-3-0], [8:0-7-4,0-3-0], [12:0-3-8,0-2-0], [16:0-3-8,0-2-0] 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 0.40 0.86 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.41 0.09 (loc) 13-15 13-15 10 l/defl >999 >758 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 137 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x8SP 2400F 2.0E*Except* T2,T3: 2x6SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-10-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 4-3-5 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)18=1049/Mechanical, 10=1047/Mechanical Max Horz18=-6(LC 17) Max Uplift18=-467(LC 13), 10=-464(LC 13) MaxGrav18=1333(LC 37), 10=1322(LC 37) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-19=-2292/1242, 3-19=-2292/1242, 3-4=-3248/1740, 4-5=-3248/1740, 5-6=-3258/1747, 6-7=-3258/1747, 7-20=-2348/1276, 8-20=-2348/1276, 8-9=-331/208, 1-18=-1089/709, 9-10=-1257/776 BOT CHORD 16-17=-144/259, 15-16=-1231/2292, 14-15=-1736/3258, 13-14=-1736/3258, 12-13=-1265/2348, 11-12=-213/375 WEBS 2-17=-1156/544, 2-16=-1227/2296, 3-16=-957/402, 3-15=-583/1087, 4-15=-415/142, 5-13=-396/135, 7-13=-551/1034, 7-12=-931/387, 8-12=-1187/2229, 8-11=-1166/561, 1-17=-599/971, 9-11=-705/1192 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) 0-1-12 to 4-10-7,Interior(1) 4-10-7 to 25-6-8,Exterior(2) 25-6-8 to 26-2-12 zone; porchleft 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)Provide adequate drainage to preventwater ponding. 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 18=467, 10=464. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 4x6 7x14MT18H 2-7-8 2-7-8 7-9-6 5-1-14 13-1-0 5-3-10 18-4-10 5-3-10 23-6-8 5-1-14 26-5-4 2-10-12 30-2-0 3-8-12 2-7-8 2-7-8 7-9-6 5-1-14 13-1-0 5-3-10 18-4-10 5-3-10 23-6-8 5-1-14 26-5-4 2-10-12 30-2-0 3-8-12 31-0-12 0-10-12 2-10-15 3-10-7 4-0-1 1-2-15 3-10-7 5.0012 PlateOffsets(X,Y)-- [11:0-0-0,0-1-12], [11:Edge,0-3-8] 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 0.79 0.74 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.24 -0.47 0.08 (loc) 14-16 14-16 11 l/defl >999 >760 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 153 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud*Except* W8: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-4-2 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-8-15 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)19=1273/Mechanical, 11=1918/0-4-0(min. 0-3-2) Max Horz19=-87(LC 13) Max Uplift19=-542(LC 8), 11=-757(LC 9) MaxGrav19=1485(LC 34), 11=1981(LC 34) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-1061/393, 2-3=-2686/978, 3-4=-3493/1270, 4-5=-3493/1270, 5-6=-3493/1270, 6-20=-3507/1288, 7-20=-3504/1288, 7-8=-2840/1063, 8-9=-2926/1080, 1-19=-1475/538, 9-11=-1862/713 BOT CHORD 17-18=-309/1026, 16-17=-898/2683, 15-16=-1208/3504, 14-15=-1208/3504, 13-14=-918/2635, 12-13=-961/2669 WEBS 2-18=-981/346, 2-17=-714/2012, 3-17=-1039/367, 3-16=-352/970, 4-16=-430/147, 6-14=-505/232, 7-14=-477/1055, 7-13=-199/431, 8-13=-401/476, 8-12=-417/327, 1-18=-515/1455, 9-12=-908/2541 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;cantileverright exposed ; end verticalright exposed; porchleft and right exposed; 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 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)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 19=542, 11=757. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 4x6 3x6 4x6 3x8 4-7-8 4-7-8 10-2-9 5-7-1 15-11-7 5-8-13 21-6-8 5-7-1 25-9-13 4-3-5 30-2-0 4-4-3 4-7-8 4-7-8 10-2-9 5-7-1 15-11-7 5-8-13 21-6-8 5-7-1 25-9-13 4-3-5 30-2-0 4-4-3 31-0-12 0-10-12 2-10-15 4-8-7 4-10-1 1-2-15 4-8-7 5.0012 PlateOffsets(X,Y)-- [15:0-3-8,0-1-8], [16:0-3-8,0-1-8], [17:0-4-8,0-1-8] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.57 0.61 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.17 -0.32 0.08 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 137 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 2-11-1 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 5-2-6 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)10=1185/0-4-0(min. 0-2-1), 17=1153/Mechanical Max Horz17=-101(LC 17) Max Uplift10=-483(LC 13), 17=-480(LC 12) MaxGrav10=1259(LC 2), 17=1263(LC 38) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-1272/798, 2-18=-1228/809, 2-19=-2185/1333, 19-20=-2187/1332, 3-20=-2189/1332, 3-4=-2393/1471, 4-5=-2393/1471, 5-21=-2396/1472, 21-22=-2395/1472, 6-22=-2394/1473, 6-7=-1943/1280, 7-23=-1717/1212, 23-24=-1723/1201, 8-24=-1768/1194, 1-17=-1226/787, 8-10=-1208/801 BOT CHORD 15-16=-644/1182, 14-15=-1174/2187, 13-14=-1174/2187, 12-13=-1038/1788, 11-12=-1036/1585 WEBS 2-16=-600/265, 2-15=-702/1286, 3-15=-688/271, 3-13=-182/280, 5-13=-529/181, 6-13=-358/774, 7-12=-122/254, 7-11=-290/125, 1-16=-803/1349, 8-11=-1008/1527 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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 4-7-8,Exterior(2) 4-7-8 to 25-9-13, Interior(1) 25-9-13 to 31-0-12zone;cantileverright exposed ; end verticalright exposed; porchleft and right exposed;C-C for members 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) Refer to girder(s) for truss to trussconnections. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 10=483, 17=480. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 46 47 48 4950 51 52 53 54 55 56 3x4 6x8 8x8 8x8 6x6 6x6 8x8 3x5 3x6 6x8 4x8 4x4 4x4 4x4 5x6 5x12 8x10 4x6 4x6 3x6 4x6 4x6 4x6 4x8 4x4 4x6 4x6 4x4 4x6 4x4 3x6 5x10 4x4 6x8 2-6-0 2-6-0 5-10-0 3-4-0 9-2-0 3-4-0 12-2-0 3-0-0 12-10-0 0-8-0 15-2-0 2-4-0 17-2-3 2-0-3 19-2-6 2-0-3 22-3-3 3-0-13 25-4-0 3-0-13 29-8-11 4-4-11 34-1-5 4-4-11 38-6-0 4-4-11 41-10-13 3-4-13 45-3-11 3-4-13 49-0-0 3-8-5 -0-10-12 0-10-12 2-6-0 2-6-0 5-10-0 3-4-0 9-2-0 3-4-0 12-2-0 3-0-0 15-2-0 3-0-0 17-2-3 2-0-3 19-2-6 2-0-3 22-3-3 3-0-13 25-4-0 3-0-13 29-8-11 4-4-11 34-1-5 4-4-11 38-6-0 4-4-11 41-10-13 3-4-13 45-3-11 3-4-13 49-0-0 3-8-5 49-10-12 0-10-12 1-2-15 4-11-2 7-5-13 7-7-7 1-2-15 2-0-0 5.0012 6.0012 PlateOffsets(X,Y)-- [5:0-4-0,0-3-4], [9:0-2-12,0-3-4], [18:0-5-12,0-0-1], [31:0-4-0,0-5-4], [36:0-1-6,0-1-0] 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 0.11 0.89 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.65 0.20 (loc) 29 29 18 l/defl >999 >895 n/a L/d 240 180 n/a PLATES MT20 Weight: 794 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T2: 2x8SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E*Except* B1: 2x4SP 2400F 2.0E,B2: 2x6SP 2400F 2.0E B3,F1,F4: 2x4SPFStud WEBS 2x4SPFStud*Except* W1,W3: 2x6SP 2400F 2.0E,W11: 2x4 HF/SPF No.2 F2: 2x6SPF No.2 SLIDER Right 2x6SP 2400F 2.0E 1-6-0 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. REACTIONS. (lb/size)37=1902/0-6-0(min. 0-1-8), 18=1886/0-6-0(min. 0-1-8) Max Horz37=149(LC 16) Max Uplift37=-324(LC 16), 18=-251(LC 12) MaxGrav37=2019(LC 2), 18=2004(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-37=-2083/450, 2-3=-4682/920, 3-46=-4692/887, 46-47=-4662/891, 4-47=-4634/900, 4-5=-4509/854, 5-48=-5287/969, 6-48=-5297/968, 6-49=-8564/1501, 49-50=-8564/1501, 7-50=-8564/1501, 7-8=-8622/1510, 8-9=-9405/1641, 9-51=-6910/1235, 10-51=-6895/1245, 10-11=-5421/1005, 11-52=-4836/892, 12-52=-4838/892, 12-53=-4836/891, 53-54=-4836/891, 13-54=-4836/891, 13-14=-4300/803, 14-15=-3587/678, 15-55=-3478/647, 55-56=-3515/637, 16-56=-3516/632, 16-17=-2983/539, 17-18=-1867/322 BOT CHORD 36-37=-238/387, 35-36=-893/4144, 34-35=-846/4352, 33-34=-737/4182, 32-33=-119/712, 30-31=-1563/9386, 29-30=-1544/9221, 28-29=-1540/9208, 27-28=-1038/6340, 26-27=-761/4986, 25-26=-761/4986, 24-25=-617/4298, 23-24=-617/4298, 22-23=-465/3323, 21-22=-504/3246, 20-21=-413/2634, 18-20=-413/2634 WEBS 2-36=-713/3807, 3-35=-1/308, 4-34=-448/145, 5-34=-59/388, 5-33=-256/1712, 6-33=-3101/537, 31-33=-827/4894, 6-31=-688/4219, 8-31=-1122/186, 9-30=-113/360, 9-28=-3668/642, 10-28=-363/2346, 10-27=-2138/438, 11-27=-334/1939, 11-25=-383/166, 12-25=-410/135, 13-25=-155/821, 13-23=-1032/236, 14-23=-239/1478, 14-22=-41/264, 15-21=-260/81, 16-21=-108/816, 16-20=-493/125 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered 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. Continued on page 2 5 6 7 8 9 10 11 12 13 14 15 16 17 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 45 46 47 48 49 50 51 52 54 53 55 56 57 58 59 60 3x4 6x6 6x6 6x8 6x6 6x6 8x8 2x4 3x4 2x4 3x4 4x6 4x8 4x12 6x10 2x4 4x6 2x4 4x8 4x6 2x4 4x12 2x4 2x4 2x4 2x4 2x4 2-6-0 2-6-0 5-4-11 2-10-11 8-3-5 2-10-11 11-2-0 2-10-11 12-10-0 1-8-0 15-2-0 2-4-0 18-2-3 3-0-3 21-2-6 3-0-3 24-3-3 3-0-13 27-4-0 3-0-13 31-11-0 4-7-0 36-6-0 4-7-0 40-6-13 4-0-13 44-7-11 4-0-13 49-0-0 4-4-5 -0-10-12 0-10-12 2-6-0 2-6-0 5-4-11 2-10-11 8-3-5 2-10-11 11-2-0 2-10-11 15-2-0 4-0-0 18-2-3 3-0-3 21-2-6 3-0-3 24-3-3 3-0-13 27-4-0 3-0-13 31-11-0 4-7-0 36-6-0 4-7-0 40-6-13 4-0-13 44-7-11 4-0-13 49-0-0 4-4-5 49-10-12 0-10-12 1-2-15 5-9-2 8-3-13 8-5-7 1-2-15 2-0-0 5.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-8,0-2-12], [9:0-2-12,0-3-0], [17:0-7-12,0-0-4], [29:0-4-8,0-3-4], [34:0-1-6,0-1-0], [35:0-1-9,0-1-8] 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 0.23 0.56 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.53 0.19 (loc) 27 27 17 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 745 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except* B1: 2x4SP 2400F 2.0E,B3,F1,F4: 2x4SPFStud WEBS 2x4SPFStud*Except* W3,F2: 2x6SPF No.2 SLIDER Right 2x6SP 2400F 2.0E 1-6-0 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. REACTIONS. (lb/size)35=1882/0-6-0(min. 0-1-8), 17=1867/0-6-0(min. 0-1-8) Max Horz35=163(LC 16) Max Uplift35=-336(LC 16), 17=-223(LC 12) MaxGrav35=2088(LC 44), 17=2096(LC 44) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-35=-2064/431, 2-3=-4834/951, 3-45=-4819/880, 4-45=-4790/891, 4-46=-4469/840, 46-47=-4432/843, 5-47=-4426/850, 5-6=-4159/809, 6-48=-5971/1127, 7-48=-5973/1127, 7-49=-6011/1132, 8-49=-6011/1132, 8-50=-6719/1246, 9-50=-6717/1246, 9-51=-5525/1042, 10-51=-5503/1050, 10-11=-4373/873, 11-52=-3713/762, 52-53=-3713/762, 53-54=-3714/761, 12-54=-3714/761, 12-55=-3714/761, 13-55=-3714/762, 13-56=-3371/669, 14-56=-3382/652, 14-57=-3417/645, 15-57=-3492/633, 15-58=-3086/556, 58-59=-3175/556, 16-59=-3196/542, 16-17=-940/151 BOT CHORD 33-34=-982/4308, 32-33=-907/4486, 31-32=-768/4091, 30-31=-87/509, 7-29=-303/105, 28-29=-1142/6716, 27-28=-1171/6875, 26-27=-1169/6874, 25-26=-831/5050, 24-25=-614/4010, 23-24=-614/4010, 22-23=-431/3087, 21-22=-431/3087, 20-21=-488/3223, 19-20=-415/2778, 17-19=-415/2778 WEBS 2-34=-796/4153, 3-33=-1/278, 4-32=-586/169, 5-32=-68/385, 5-31=-503/145, 6-31=-627/125, 29-31=-608/3468, 6-29=-465/2891, 8-29=-1020/163, 8-28=-20/424, 9-28=-344/76, 9-26=-2743/501, 10-26=-330/2048, 10-25=-1887/397, 11-25=-305/1751, 11-23=-567/181, 12-23=-471/154, 13-23=-203/1139, 13-21=-56/357, 14-21=-380/145, 15-20=-89/652, 15-19=-285/104 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: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered 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. Continued on page 2 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 34 33 32 31 30 29 28 27 26 2524 23 22 21 20 19 43 44 45 46 47 4849 50 51 52 53 54 55 56 57 3x4 6x6 6x6 6x8 5x6 6x6 4x6 8x8 2x4 3x4 2x4 5x6 4x6 4x8 5x10 2x4 6x8 4x6 4x8 4x6 2x4 5x12 2x4 2x4 2x4 2x4 2-6-0 2-6-0 6-0-11 3-6-11 9-7-5 3-6-11 12-10-0 3-2-11 13-2-0 0-4-0 15-2-0 2-0-0 19-2-3 4-0-3 23-2-6 4-0-3 26-3-3 3-0-13 29-4-0 3-0-13 34-6-0 5-2-0 39-2-13 4-8-13 43-11-11 4-8-13 49-0-0 5-0-5 -0-10-12 0-10-12 2-6-0 2-6-0 6-0-11 3-6-11 9-7-5 3-6-11 13-2-0 3-6-11 15-2-0 2-0-0 19-2-3 4-0-3 23-2-6 4-0-3 26-3-3 3-0-13 29-4-0 3-0-13 34-6-0 5-2-0 39-2-13 4-8-13 43-11-11 4-8-13 49-0-0 5-0-5 49-10-12 0-10-12 1-2-15 6-7-2 9-1-13 9-3-7 1-2-15 2-0-0 8-10-5 5.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-2-8], [6:0-3-8,0-2-8], [9:0-2-12,0-3-0], [17:0-7-0,0-0-8], [28:0-5-8,0-3-8], [33:0-1-6,0-1-0], [34:0-1-9,0-1-8] 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 0.42 0.42 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.52 0.20 (loc) 26 26-27 17 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 692 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x6SPF No.2 BOT CHORD2x6SP 2400F 2.0E*Except* B1: 2x4SP 2400F 2.0E,B3,F1,F4: 2x4SPFStud WEBS 2x4SPFStud*Except* W3,F2: 2x6SPF No.2, W19: 2x4 HF/SPF No.2 SLIDER Right 2x6SP 2400F 2.0E 1-6-0 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,Except: 6-0-0 oc bracing: 28-29. REACTIONS. (lb/size)34=1864/0-6-0(min. 0-1-8), 17=1845/0-6-0(min. 0-1-8) Max Horz34=178(LC 16) Max Uplift34=-349(LC 16), 17=-207(LC 17) MaxGrav34=2151(LC 43), 17=2151(LC 43) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-2116/447, 2-43=-5210/1022, 3-43=-5135/1022, 3-44=-4988/877, 4-44=-4949/889, 4-45=-4408/800, 45-46=-4337/806, 5-46=-4305/808, 5-6=-3972/777, 6-47=-4944/958, 7-47=-4944/957, 7-48=-5508/1044, 48-49=-5508/1044, 8-49=-5508/1044, 8-50=-5634/1067, 9-50=-5632/1067, 9-51=-4682/908, 10-51=-4656/917, 10-52=-3778/772, 11-52=-3696/779, 11-53=-3447/744, 12-53=-3447/744, 12-54=-3243/664, 54-55=-3337/645, 13-55=-3348/643, 13-14=-3634/651, 14-15=-3689/638, 15-56=-3368/570, 56-57=-3465/556, 16-57=-3477/553, 16-17=-1027/134 BOT CHORD 32-33=-1066/4669, 31-32=-930/4604, 30-31=-767/4015, 29-30=-65/337, 7-28=-763/173, 27-28=-873/4980, 26-27=-914/5508, 25-26=-933/5628, 24-25=-680/4268, 23-24=-680/4268, 22-23=-397/3014, 21-22=-397/3014, 20-21=-470/3386, 19-20=-425/3060, 17-19=-425/3060 WEBS 2-33=-864/4506, 4-31=-701/194, 5-31=-48/369, 5-30=-579/161, 6-30=-1447/240, 28-30=-691/3867, 6-28=-494/2995, 7-27=-118/758, 8-27=-529/152, 8-26=-60/321, 9-25=-2300/446, 10-25=-321/1822, 10-23=-1710/388, 11-23=-152/1159, 12-23=-214/894, 12-21=-63/438, 13-21=-527/175, 15-20=-61/471, 15-19=-326/113 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: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered 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 and C-CExterior(2)-0-10-12 to 4-0-1,Interior(1) 4-0-1 to 13-2-0,Exterior(2) 13-2-0 to 18-0-13, Interior(1) 23-2-6 to 29-4-0,Exterior(2) 34-6-0 to 39-2-13zone;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 Continued on page 2 B4 B3 HW1 HW2 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 34 33 32 31 30 29 28 27 26 2524 23 22 21 43 44 45 46 47 4849 50 51 52 53 54 55 56 6x8 8x10 8x8 5x6 6x6 4x6 5x12MT18H 5x6 3x6 6x8 4x6 3x6 5x10 4x6 8x10 4x8 3x6 4x8 3x6 3x6 5x6 5x6 4x8 4x6 4x4 4x6 4x4 6x8 3x6 5x12MT18H 4x6 5-3-8 5-3-8 10-3-8 5-0-0 15-2-0 4-10-8 18-7-10 3-5-10 21-11-12 3-4-2 25-3-14 3-4-2 28-4-11 3-0-13 31-5-8 3-0-13 32-4-8 0-11-0 37-9-13 5-5-5 43-3-3 5-5-5 49-0-0 5-8-13 -0-10-12 0-10-12 5-3-8 5-3-8 10-3-8 5-0-0 15-3-8 5-0-0 18-7-10 3-4-2 21-11-12 3-4-2 25-3-14 3-4-2 28-4-11 3-0-13 31-5-8 3-0-13 32-4-8 0-11-0 37-9-13 5-5-5 43-3-3 5-5-5 49-0-0 5-8-13 49-10-12 0-10-12 1-2-15 7-5-12 10-0-7 10-2-1 1-2-15 2-0-0 5.0012 PlateOffsets(X,Y)-- [2:0-4-12,0-1-6], [7:0-0-12,0-1-12], [8:0-6-4,Edge], [8:0-3-2,0-0-0], [11:0-2-12,0-3-4], [19:0-7-4,0-0-1], [31:0-3-4,0-5-4], [33:0-1-8,0-2-4] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.30 0.69 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.63 0.20 (loc) 28 28-29 19 l/defl >999 >936 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 440 lb FT= 20% GRIP 185/144 197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T2,T3,T1: 2x8SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E*Except* B2: 2x4SPFStud WEBS 2x4SPFStud*Except* W5,W14,W15: 2x4 HF/SPF No.2 SLIDER Left 2x6SPF No.2 2-0-0, Right 2x6SPF No.2 2-0-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-10-5 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-27, 12-25 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=1846/0-6-0(min. 0-1-13), 19=1818/0-6-0(min. 0-1-13) Max Horz2=212(LC 16) Max Uplift2=-363(LC 16), 19=-229(LC 17) MaxGrav2=2181(LC 43), 19=2196(LC 43) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-2034/311, 3-43=-3582/559, 43-44=-3564/562, 44-45=-3484/574, 4-45=-3471/574, 4-5=-3755/618, 5-6=-3653/631, 6-46=-4701/831, 7-46=-4613/848, 7-8=-4216/809, 8-47=-4294/818, 9-47=-4295/817, 9-48=-4939/865, 48-49=-4939/865, 10-49=-4939/865, 10-50=-4944/868, 11-50=-4942/868, 11-51=-4252/729, 51-52=-4234/732, 12-52=-4221/741, 12-13=-3522/648, 13-14=-3222/621, 14-53=-3364/624, 15-53=-3464/602, 15-16=-3756/613, 16-54=-3856/599, 54-55=-3856/596, 17-55=-3897/591, 17-56=-3693/563, 18-56=-3782/543, 18-19=-1511/171 BOT CHORD 2-34=-654/3160, 33-34=-654/3160, 7-31=-198/1444, 30-31=-796/4655, 29-30=-796/4655, 28-29=-733/4920, 27-28=-732/4922, 26-27=-506/3877, 25-26=-506/3877, 24-25=-331/3112, 23-24=-408/3560, 22-23=-408/3560, 21-22=-414/3388, 19-21=-414/3388 WEBS 4-34=-276/105, 4-33=-40/381, 6-33=-1370/312, 31-33=-673/3599, 6-31=-132/1043, 9-31=-739/124, 9-29=-65/501, 10-29=-463/129, 11-29=-108/329, 11-27=-2047/432, 12-27=-293/1569, 12-25=-1519/366, 13-25=-183/1020, 14-25=-186/819, 14-24=-50/358, 15-24=-627/204, 17-22=-46/276, 17-21=-305/104 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)-0-10-12 to 4-0-1,Interior(1) 4-0-1 to 15-3-8,Exterior(2) 15-3-8 to 20-2-5, Interior(1) 25-3-14 to 31-5-8,Exterior(2) 32-4-8 to 37-3-5zone;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. Continued on page 2 8 9 10 11 12 13 14 15 16 17 29 28 27 26 25 24 23 22 21 20 19 18 38 39 40 41 4243 44 45 46 47 48 4x6 6x8 6x8 5x6 5x6 5x10 4x8 3x5 3x4 5x6 4x4 2x4 5x10 4x4 8x12MT18H 2x4 4x8 2x4 2x4 5x8 4x4 4x4 4x4 2x4 5x10 4x8 4x6 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 17-3-8 2-1-8 22-3-11 5-0-3 27-3-14 5-0-3 31-11-0 4-7-2 37-10-11 5-11-11 43-1-5 5-2-10 49-0-0 5-10-11 -0-10-12 0-10-12 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 17-3-8 2-1-8 22-3-11 5-0-3 27-3-14 5-0-3 31-11-0 4-7-2 37-10-11 5-11-11 43-1-5 5-2-10 49-0-0 5-10-11 49-10-12 0-10-12 1-2-15 8-3-12 10-4-6 1-2-15 2-0-0 5.0012 PlateOffsets(X,Y)-- [8:0-2-0,0-2-4], [10:0-2-12,0-3-0], [26:0-3-12,0-4-0], [28:0-1-8,0-2-8] 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 0.36 0.47 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.66 0.22 (loc) 23-24 23-24 16 l/defl >999 >888 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 364 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T3,T4,T5: 2x6SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W5,W8,W12,W13: 2x4 HF/SPF No.2 SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-5-8 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-21 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=1835/0-6-0(min. 0-1-11), 16=1826/0-6-0(min. 0-1-11) Max Horz2=214(LC 16) Max Uplift2=-361(LC 16), 16=-234(LC 17) MaxGrav2=2014(LC 2), 16=2014(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-349/42, 3-38=-3358/583, 4-38=-3282/598, 4-5=-3460/624, 5-39=-3457/629, 6-39=-3434/642, 6-40=-4366/832, 40-41=-4293/834, 7-41=-4272/841, 7-8=-4290/884, 8-42=-4080/769, 42-43=-4080/769, 9-43=-4081/769, 9-44=-4082/768, 10-44=-4080/769, 10-45=-3068/527, 11-45=-3034/541, 11-46=-2968/549, 46-47=-3018/536, 12-47=-3092/535, 12-48=-3347/541, 13-48=-3408/527, 13-14=-3444/527, 14-15=-3365/487, 15-16=-347/32 BOT CHORD 2-29=-674/2968, 28-29=-674/2968, 27-28=-61/320, 25-26=-671/3748, 24-25=-671/3741, 23-24=-606/4001, 22-23=-605/4003, 21-22=-605/4003, 20-21=-349/3167, 19-20=-349/3167, 18-19=-348/2976, 16-18=-348/2976 WEBS 4-28=-10/323, 6-28=-1245/291, 26-28=-643/3121, 6-26=-115/912, 8-26=-218/877, 8-25=-3/312, 8-24=-82/562, 9-24=-540/171, 10-24=-113/267, 10-21=-1982/447, 11-21=-295/2035, 12-21=-630/213, 14-19=-52/292 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)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 17-3-8,Exterior(2) 17-3-8 to 20-3-8, Interior(1) 27-3-14 to 49-10-12zone;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)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 11 12 13 14 15 16 17 18 31 30 29 28 27 26 25 24 23 22 21 20 19 40 41 42 43 44 45 46 47 5x6 6x8 6x8 5x6 5x6 5x10 4x8 3x5 3x4 5x6 4x4 2x4 5x10 4x4 8x12MT18H 2x4 4x4 4x4 2x4 4x8 2x4 5x8 4x4 4x4 4x4 2x4 5x10 4x8 4x6 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 19-3-8 4-1-8 22-7-1 3-3-9 26-0-6 3-5-5 29-3-14 3-3-9 31-11-0 2-7-2 37-10-11 5-11-11 43-1-5 5-2-10 49-0-0 5-10-11 -0-10-12 0-10-12 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 19-3-8 4-1-8 22-7-1 3-3-9 26-0-6 3-5-5 29-3-14 3-3-9 31-11-0 2-7-2 37-10-11 5-11-11 43-1-5 5-2-10 49-0-0 5-10-11 49-10-12 0-10-12 1-2-15 9-1-12 10-4-6 1-2-15 2-0-0 5.0012 PlateOffsets(X,Y)-- [8:0-2-4,0-1-12], [11:0-2-12,0-3-0], [28:0-3-12,0-4-0], [30:0-1-8,0-2-8] 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 0.37 0.47 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.64 0.22 (loc) 25 25-26 17 l/defl >999 >924 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 377 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T1,T6: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W5,W6,W12,W13: 2x4 HF/SPF No.2 SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-4-11 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-22 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=1831/0-6-0(min. 0-1-11), 17=1830/0-6-0(min. 0-1-11) Max Horz2=214(LC 16) Max Uplift2=-361(LC 16), 17=-234(LC 17) MaxGrav2=2014(LC 2), 17=2014(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-359/44, 3-4=-3348/602, 4-5=-3460/625, 5-40=-3455/630, 6-40=-3378/642, 6-7=-4380/844, 7-41=-4373/907, 41-42=-4350/912, 8-42=-4339/925, 8-43=-3562/701, 9-43=-3564/701, 9-10=-3576/665, 10-44=-3579/666, 44-45=-3578/666, 11-45=-3577/667, 11-12=-3049/552, 12-46=-3025/549, 13-46=-3097/535, 13-47=-3345/540, 14-47=-3406/526, 14-15=-3442/526, 15-16=-3366/487, 16-17=-347/31 BOT CHORD 2-31=-676/2960, 30-31=-676/2960, 29-30=-61/302, 7-28=-297/150, 27-28=-584/3433, 26-27=-585/3428, 25-26=-577/3563, 24-25=-473/3392, 23-24=-472/3391, 22-23=-472/3391, 21-22=-355/3164, 20-21=-355/3164, 19-20=-353/2977, 17-19=-353/2977 WEBS 4-30=-4/302, 6-30=-1243/288, 28-30=-642/3137, 6-28=-122/934, 8-28=-324/1316, 8-27=0/256, 8-26=-72/412, 9-26=-339/103, 10-25=-367/114, 11-25=-158/534, 11-22=-1669/395, 12-22=-325/2061, 13-22=-619/211, 15-20=-52/289 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)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 19-3-8,Exterior(2) 19-3-8 to 22-7-1, Interior(1) 29-3-14 to 49-10-12zone;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)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 12 13 14 15 16 17 29 28 27 26 25 24 23 22 21 20 19 18 38 39 40 41 42 4344 45 46 47 5x6 6x6 6x6 5x6 5x10 4x8 3x5 3x4 4x6 4x4 2x4 5x10 4x4 8x12MT18H 4x10 2x4 4x6 2x4 4x8 4x4 4x4 4x4 4x4 2x4 5x12 4x8 4x6 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 18-2-12 3-0-12 21-3-8 3-0-12 26-10-13 5-7-5 32-6-2 5-7-5 37-9-8 5-3-6 43-3-11 5-6-3 49-0-0 5-8-5 -0-10-12 0-10-12 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 18-2-12 3-0-12 21-3-8 3-0-12 26-10-13 5-7-5 32-6-2 5-7-5 37-9-8 5-3-6 43-3-11 5-6-3 49-0-0 5-8-5 49-10-12 0-10-12 1-2-15 9-11-12 10-1-6 1-2-15 2-0-0 5.0012 PlateOffsets(X,Y)-- [16:0-8-12,0-0-8], [26:0-3-12,0-4-0], [28:0-1-12,0-2-4] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.45 0.51 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.61 0.22 (loc) 25-26 25-26 16 l/defl >999 >961 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 365 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T1,T5: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W5,W9,W10,W11: 2x4 HF/SPF No.2 SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-5 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-24, 9-23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=1831/0-6-0(min. 0-1-11), 16=1842/0-6-0(min. 0-1-12) Max Horz2=208(LC 16) Max Uplift2=-276(LC 16), 16=-228(LC 17) MaxGrav2=2060(LC 39), 16=2121(LC 39) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-367/32, 3-4=-3490/470, 4-5=-3679/514, 5-38=-3665/518, 6-38=-3630/530, 6-39=-4642/683, 7-39=-4549/696, 7-40=-4630/743, 8-40=-4569/750, 8-9=-3494/632, 9-41=-3183/609, 41-42=-3184/609, 10-42=-3185/609, 10-43=-3185/609, 43-44=-3184/609, 11-44=-3183/609, 11-45=-3130/573, 12-45=-3229/552, 12-13=-3624/568, 13-46=-3626/550, 14-46=-3660/546, 14-47=-3578/499, 15-47=-3611/481, 15-16=-373/42 BOT CHORD 2-29=-529/3088, 28-29=-529/3088, 27-28=-42/333, 7-26=-297/137, 25-26=-436/3681, 24-25=-436/3681, 23-24=-352/3188, 22-23=-314/2891, 21-22=-314/2891, 20-21=-396/3347, 19-20=-396/3347, 18-19=-385/3196, 16-18=-385/3196 WEBS 4-28=-9/378, 6-28=-1369/223, 26-28=-469/3325, 6-26=-102/953, 8-26=-277/1211, 8-24=-1132/271, 9-24=-186/1101, 9-23=-160/318, 10-23=-575/189, 11-23=-121/710, 11-21=-81/566, 12-21=-648/200, 14-19=-13/305 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)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 21-3-8,Exterior(2) 21-3-8 to 36-9-0, Interior(1) 36-9-0 to 49-10-12zone;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)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 7 8 9 10 11 12 13 14 15 16 28 27 26 25 24 23 22 21 20 19 18 17 37 38 3940 41 42 43 44 4x6 6x6 6x6 5x6 5x12 4x8 3x5 3x4 4x6 4x4 2x4 5x10 4x4 8x12MT18H 4x12 2x4 4x6 2x4 4x8 4x4 4x4 4x4 4x4 2x4 6x12 4x8 5x6 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 19-2-12 4-0-12 23-3-8 4-0-12 26-10-13 3-7-5 30-6-2 3-7-5 36-6-14 6-0-13 42-7-11 6-0-13 49-0-0 6-4-5 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 19-2-12 4-0-12 23-3-8 4-0-12 26-10-13 3-7-5 30-6-2 3-7-5 36-6-14 6-0-13 42-7-11 6-0-13 49-0-0 6-4-5 49-10-12 0-10-12 1-2-15 10-9-12 10-11-6 1-2-15 2-0-0 5.0012 PlateOffsets(X,Y)-- [1:0-7-12,0-0-4], [25:0-3-8,0-4-0], [27:0-1-8,0-2-4] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.49 0.57 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.64 0.24 (loc) 24-25 24-25 15 l/defl >999 >922 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 372 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T1,T5: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E WEBS 2x4 HF/SPF No.2 *Except* W1,W2,W3,W4,W7,W13,W14,W15: 2x4SPFStud SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-12 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-23, 8-22, 9-22, 11-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)1=1767/0-6-0(min. 0-1-11), 15=1820/0-6-0(min. 0-1-13) Max Horz1=210(LC 16) Max Uplift1=-272(LC 16), 15=-248(LC 17) MaxGrav1=2058(LC 39), 15=2170(LC 39) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-382/39, 2-37=-3571/459, 3-37=-3550/476, 3-4=-3781/507, 4-5=-3726/519, 5-38=-4864/667, 6-38=-4725/668, 6-7=-4890/730, 7-8=-3409/586, 8-39=-3049/565, 9-39=-3050/565, 9-40=-3050/564, 10-40=-3049/565, 10-41=-3101/554, 41-42=-3154/542, 11-42=-3267/529, 11-43=-3735/555, 12-43=-3757/538, 12-13=-3797/532, 13-44=-3708/496, 14-44=-3786/475, 14-15=-402/26 BOT CHORD 1-28=-570/3158, 27-28=-570/3158, 26-27=-46/328, 6-25=-345/154, 24-25=-400/3736, 23-24=-400/3736, 22-23=-287/3082, 21-22=-273/2912, 20-21=-273/2912, 19-20=-370/3468, 18-19=-370/3468, 17-18=-379/3367, 15-17=-379/3367 WEBS 3-27=-6/413, 5-27=-1432/225, 25-27=-517/3438, 5-25=-94/1085, 7-25=-318/1345, 7-23=-1268/301, 8-23=-203/1117, 9-22=-365/113, 10-22=-130/555, 10-20=-98/608, 11-20=-773/227, 11-18=0/267 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) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 23-3-8,Exterior(2) 23-3-8 to 34-9-0, Interior(1) 34-9-0 to 49-10-12zone;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)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 8 9 10 11 12 13 14 15 26 25 24 23 22 21 20 19 18 17 16 35 36 37 38 39 40 41 42 4x6 6x6 5x6 5x6 5x12 4x8 3x5 3x4 5x6 4x4 2x4 5x10 4x4 8x12MT18H 4x12 2x4 4x6 4x8 4x4 4x4 4x4 2x4 6x12 4x8 5x6 5-3-0 5-3-0 10-2-8 4-11-8 15-2-0 4-11-8 20-2-12 5-0-12 25-3-8 5-0-12 28-6-2 3-2-10 35-5-14 6-11-12 41-11-4 6-5-6 49-0-0 7-0-12 5-3-0 5-3-0 10-2-8 4-11-8 15-2-0 4-11-8 20-2-12 5-0-12 25-3-8 5-0-12 28-6-2 3-2-10 35-5-14 6-11-12 41-11-4 6-5-6 49-0-0 7-0-12 49-10-12 0-10-12 1-2-15 11-7-12 11-9-6 1-2-15 2-0-0 5.0012 PlateOffsets(X,Y)-- [1:0-8-12,0-0-8], [23:0-3-8,0-4-0], [25:0-1-8,0-2-4] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.50 0.61 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.62 0.25 (loc) 22-23 22-23 14 l/defl >999 >951 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 373 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T3,T4: 2x6SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W5,W6,W8,W9,W10,W11: 2x4 HF/SPF No.2 SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-9 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-21, 8-20, 10-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)1=1749/0-6-0(min. 0-1-12), 14=1798/0-6-0(min. 0-1-13) Max Horz1=224(LC 16) Max Uplift1=-287(LC 16), 14=-266(LC 17) MaxGrav1=2092(LC 39), 14=2216(LC 39) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-388/53, 2-35=-3593/479, 3-35=-3572/495, 3-4=-3863/522, 4-36=-5014/666, 5-36=-4944/676, 5-6=-4910/685, 6-37=-5082/762, 7-37=-5007/777, 7-38=-3321/521, 8-38=-3228/542, 8-9=-2923/524, 9-39=-3171/525, 39-40=-3211/506, 10-40=-3298/497, 10-41=-3739/528, 11-41=-3848/510, 11-42=-3906/509, 12-42=-3909/498, 12-13=-3928/486, 13-14=-397/2 BOT CHORD 1-26=-609/3172, 25-26=-609/3172, 24-25=-49/309, 6-23=-354/165, 22-23=-424/3769, 21-22=-424/3769, 20-21=-233/2976, 19-20=-332/3566, 18-19=-332/3566, 17-18=-332/3566, 16-17=-359/3499, 14-16=-359/3499 WEBS 3-25=-8/459, 4-25=-1467/257, 23-25=-564/3537, 4-23=-84/1184, 7-23=-356/1440, 7-22=0/274, 7-21=-1374/333, 8-21=-220/1157, 8-20=-348/142, 9-20=-92/870, 10-20=-862/256, 10-17=0/318 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 25-3-8,Exterior(2) 25-3-8 to 28-6-2, Interior(1) 32-9-0 to 49-10-12zone;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)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 5x8 4x6 3x6 3x4 6x6 3x4 3x4 3x4 5x8 1.5x4 4x8 4x6 6x8 3x4 4x6 3x6 7-2-6 7-2-6 14-1-4 6-10-14 21-0-2 6-10-14 26-10-13 5-10-10 32-9-7 5-10-10 39-0-0 6-2-9 7-2-6 7-2-6 14-1-4 6-10-14 21-0-2 6-10-14 26-10-13 5-10-10 32-9-7 5-10-10 39-0-0 6-2-9 1-2-15 10-0-0 7-4-15 10-0-0 5.0012 PlateOffsets(X,Y)-- [5:0-5-4,0-2-4], [7:0-5-4,0-2-4], [16:0-3-0,0-2-8] 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 0.89 0.73 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.41 0.10 (loc) 15-16 13-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 211 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,W5,W1,W2,W10: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 7-6-12 oc bracing. WEBS 1 Row at midpt 4-13, 5-11, 6-11, 7-10, 8-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)17=1407/0-6-0(min. 0-2-10), 9=1452/0-6-0(min. 0-2-9) Max Horz17=282(LC 16) Max Uplift17=-217(LC 16), 9=-204(LC 12) MaxGrav17=1578(LC 38), 9=1548(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-2724/339, 2-18=-2663/358, 2-19=-2478/342, 3-19=-2385/343, 3-4=-2288/371, 4-20=-1783/323, 20-21=-1773/336, 5-21=-1674/355, 5-22=-1342/330, 6-22=-1342/330, 6-23=-1342/330, 23-24=-1342/330, 7-24=-1342/330, 7-25=-917/221, 25-26=-920/205, 8-26=-987/201, 1-17=-1506/253, 8-9=-1493/322 BOT CHORD 16-17=-339/267, 15-16=-556/2458, 14-15=-414/2202, 13-14=-414/2202, 12-13=-275/1554, 11-12=-275/1554, 10-11=-136/836 WEBS 2-15=-313/164, 4-15=0/397, 4-13=-938/264, 5-13=-105/782, 5-11=-574/154, 6-11=-570/188, 7-11=-186/1010, 7-10=-833/238, 1-16=-219/2286, 8-10=-206/1276 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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 21-0-2,Exterior(2) 21-0-2 to 37-0-6, Interior(1) 37-0-6 to 38-10-4zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS for reactionsshown; 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)Provide adequate drainage to preventwater ponding. 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) 17=217, 9=204. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 5x8 4x4 5x6 7-2-6 7-2-6 14-1-4 6-10-14 21-0-2 6-10-14 29-0-0 7-11-14 7-2-6 7-2-6 14-1-4 6-10-14 21-0-2 6-10-14 24-10-5 3-10-3 29-0-0 4-1-11 1-2-15 10-0-0 5.0012 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-MSH 0.74 0.59 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.29 0.06 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 155 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,W5,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-0-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-10-14 oc bracing. WEBS 1 Row at midpt 7-8, 4-9, 5-9, 6-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)8=1084/0-6-0(min. 0-1-14), 13=1027/0-6-0(min. 0-2-0) Max Horz13=341(LC 16) Max Uplift8=-202(LC 12), 13=-156(LC 16) MaxGrav8=1148(LC 2), 13=1208(LC 35) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-14=-2010/223, 2-14=-1949/241, 2-15=-1655/175, 3-15=-1562/176, 3-4=-1465/204, 4-16=-924/102, 16-17=-796/107, 5-17=-794/121, 5-6=-734/151, 1-13=-1138/193 BOT CHORD 12-13=-394/292, 11-12=-508/1799, 10-11=-350/1442, 9-10=-350/1442, 8-9=-97/407 WEBS 2-11=-432/181, 4-11=-12/425, 4-9=-984/278, 6-9=-184/935, 6-8=-1057/258, 1-12=-114/1639 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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 21-0-2,Exterior(2) 21-0-2 to 25-3-1 zone;cantileverleft exposed ; end verticalleft 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=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. 3) Unbalancedsnowloads have been considered for this design. 4)Provide adequate drainage to preventwater ponding. 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) 8=202, 13=156. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 8x8 5x8 5x6 5x6 5-5-11 5-5-11 10-7-13 5-2-3 15-10-0 5-2-3 21-0-2 5-2-3 25-0-1 3-11-15 29-0-0 3-11-15 5-5-11 5-5-11 10-7-13 5-2-3 15-10-0 5-2-3 21-0-2 5-2-3 25-0-1 3-11-15 29-0-0 3-11-15 1-2-15 10-0-0 5.0012 PlateOffsets(X,Y)-- [1:0-11-2,Edge], [5:0-3-8,0-3-0], [5:0-0-0,0-1-12], [7:0-5-4,0-2-4], [8:0-2-8,0-2-0], [11:0-2-8,0-2-0], [12:0-3-8,0-4-0], [13:0-3-8,0-5-12], [15:0-3-8,0-6-0] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.98 0.63 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.46 0.06 (loc) 15-16 15-16 10 l/defl >999 >747 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 683 lb FT= 20% GRIP 185/144 197/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T1: 2x4SPF 2100F 1.8E BOT CHORD2x8SP 2400F 2.0E WEBS 2x4SPFStud*Except* W7,W6: 2x4 HF/SPF No.2, W8: 2x4SPF 1650F 1.5E SLIDER Left 2x8SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-15 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10 REACTIONS. (lb/size)10=9415/0-6-0(min. 0-2-10), 1=8671/0-6-0(min. 0-2-7) Max Horz1=358(LC 12) Max Uplift10=-1714(LC 8), 1=-1549(LC 12) MaxGrav10=9419(LC 31), 1=8851(LC 31) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-7265/1206, 2-3=-14130/2482, 3-21=-13636/2357, 4-21=-13585/2372, 4-5=-10230/1762, 5-6=-10218/1786, 6-22=-6173/1082, 7-22=-6081/1096, 7-8=-3344/610 BOT CHORD 1-24=-2553/12826, 24-25=-2553/12826, 16-25=-2553/12826, 16-26=-2553/12826, 26-27=-2553/12826, 27-28=-2553/12826, 15-28=-2553/12826, 15-29=-2408/12590, 14-29=-2408/12590, 14-30=-2408/12590, 13-30=-2408/12590, 13-31=-1769/9358, 31-32=-1769/9358, 12-32=-1769/9358, 12-33=-1062/5727, 33-34=-1062/5727, 11-34=-1062/5727, 11-35=-610/3344, 35-36=-610/3344, 10-36=-610/3344 WEBS 3-16=-203/829, 3-15=-367/168, 4-15=-696/4034, 4-13=-4590/907, 6-13=-1118/6311, 6-12=-6409/1247, 7-12=-1409/7794, 7-11=-6177/1170, 8-11=-1464/8150, 8-10=-8918/1627 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-4-0 oc. Bottomchordsconnected as follows: 2x8- 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)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 exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 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)Provide adequate drainage to preventwater ponding. 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 6-0-12 13-6-10 7-5-14 21-4-0 7-9-6 6-0-12 6-0-12 13-6-10 7-5-14 21-4-0 7-9-6 23-6-12 2-2-12 11-6-0 1-3-13 11-6-0 8.0012 PlateOffsets(X,Y)-- [2:0-3-12,0-2-0], [5:0-3-0,0-1-12] 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 0.93 0.48 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.23 0.02 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 124 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W5,W7: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-11, 2-11, 4-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)11=789/0-6-0(min. 0-1-8), 7=881/0-4-0(min. 0-1-12) Max Horz11=-453(LC 17) Max Uplift11=-205(LC 17), 7=-99(LC 17) MaxGrav11=839(LC 35), 7=1080(LC 36) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-11=-266/88, 2-14=-354/53, 14-15=-455/33, 3-15=-473/31, 3-4=-687/7, 4-16=-935/40, 16-17=-1157/13, 5-17=-1174/0, 5-7=-1009/158 BOT CHORD 10-11=-69/463, 9-10=0/893, 8-9=0/893, 7-8=-53/320 WEBS 2-11=-820/242, 2-10=-93/579, 4-10=-677/278, 4-8=0/261, 5-8=0/788 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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 6-0-12,Exterior(2) 6-0-12 to 9-0-12 zone;cantileverright exposed ; end verticalright 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=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. 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)Provide adequate drainage to preventwater ponding. 6)All plates areMT20 plates unless otherwiseindicated. 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) 7 except(jt=lb) 11=205. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard ST14 ST11 ST15 ST16 ST17 ST18 ST19 ST20 ST21 ST22 1 2 3 4 5 6 7 8 9 25 24 23 2221 20 19 18 16 15 14 13 1110 63 64 65 66 67 68 69 70 17 12 4x6 5x6 5x6 3x6 2x4 3x6 3x8 3x5 3x4 3x5 4x4 2x4 4x10 4x4 4x8 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 6-3-6 6-3-6 12-3-5 5-11-14 13-10-8 1-7-3 21-0-12 7-2-4 28-6-10 7-5-14 34-3-8 5-8-14 36-4-0 2-0-8 6-3-6 6-3-6 12-3-5 5-11-14 16-8-0 4-4-11 21-0-12 4-4-11 28-6-10 7-5-14 36-4-0 7-9-6 38-6-12 2-2-12 3-3-13 11-6-0 1-3-13 11-6-0 8.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-2-3], [5:0-3-0,0-2-3], [39:0-1-15,0-0-12], [41:0-1-15,0-0-12], [62:0-1-11,0-0-0] 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 0.88 0.43 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.17 0.02 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 342 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T2: 2x6SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W8,W1,W2: 2x4SPFStud,W10: 2x6SPF No.2 OTHERS 2x4SPFStud*Except* ST14,ST11,ST10,ST15,ST16: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-19, 3-19, 4-19, 5-15, 7-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 14-2-0 except(jt=length) 10=2-4-0, 11=2-4-0, 17=0-3-8, 12=0-3-8. (lb)-Max Horz25=-361(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 25 except 19=-159(LC 16), 22=-135(LC 16), 10=-199(LC 17), 18=-490(LC 7), 11=-126(LC 39) MaxGravAllreactions 250 lb orless at joint(s) 25, 20, 21, 23, 24, 12 except 19=1546(LC 39), 22=358(LC 47), 10=1090(LC 39), 17=654(LC 7) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 3-66=0/403, 4-5=-464/255, 5-68=-472/228, 6-68=-503/200, 6-7=-671/183, 7-69=-884/204, 69-70=-1106/177, 8-70=-1122/153, 8-10=-991/279 BOT CHORD 24-25=-298/339, 23-24=-298/339, 22-23=-298/339, 18-19=-135/292, 17-18=-135/292, 16-17=-135/292, 15-16=-135/292, 14-15=-8/849, 13-14=-8/849, 12-13=-105/290, 11-12=-105/290, 10-11=-105/290 WEBS 2-19=-315/169, 2-22=-261/127, 3-19=-486/60, 8-13=-19/783, 4-19=-885/182, 4-15=-123/772, 7-15=-627/266 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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 12-3-5,Exterior(2) 12-3-5 to 25-3-10, Interior(1) 25-3-10 to 38-6-12zone;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. 9)Gablestudsspaced at 2-0-0 oc. Continued on page 2 25 5x6 5x6 5x6 3x6 3x4 3x6 3x5 3x8 3x8 3x4 3x8 3x5 4x6 4x6 6x12MT18H 3x6 6-3-6 6-3-6 12-3-5 5-11-14 21-0-12 8-9-7 28-6-10 7-5-14 36-4-0 7-9-6 6-3-6 6-3-6 12-3-5 5-11-14 16-8-0 4-4-11 21-0-12 4-4-11 28-6-10 7-5-14 36-4-0 7-9-6 38-6-12 2-2-12 3-3-13 11-6-0 1-3-13 11-6-0 8.0012 PlateOffsets(X,Y)-- [3:0-3-12,0-2-0], [5:0-3-8,0-2-8], [8:0-3-0,0-1-8], [10:Edge,0-2-0], [16:0-3-8,0-1-8] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.95 0.63 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.38 0.07 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 204 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T3: 2x4SPF 1650F 1.5E BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W8,W1,W2,W10: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 2-15, 4-15, 4-13, 7-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)17=1319/0-6-0(min. 0-2-11), 10=1441/0-6-0(min. 0-2-13) Max Horz17=-309(LC 12) Max Uplift17=-137(LC 16), 10=-219(LC 17) MaxGrav17=1637(LC 39), 10=1709(LC 39) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-1559/218, 18-19=-1462/222, 19-20=-1449/225, 2-20=-1319/246, 2-21=-1535/310, 3-21=-1356/347, 3-22=-1131/328, 4-22=-1131/328, 4-5=-1238/349, 5-23=-1485/342, 6-23=-1529/314, 6-7=-1697/297, 7-24=-1865/285, 24-25=-2087/258, 8-25=-2104/234, 1-17=-1577/244, 8-10=-1635/340 BOT CHORD 16-17=-275/320, 15-16=-153/1217, 14-15=-73/1196, 13-14=-73/1196, 12-13=-62/1665, 11-12=-62/1665, 10-11=-59/340 WEBS 2-16=-475/132, 3-15=-67/434, 4-15=-367/193, 5-13=-38/463, 7-13=-599/261, 1-16=-124/1316, 8-11=-96/1540 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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 12-3-5,Exterior(2) 12-3-5 to 25-3-10, Interior(1) 25-3-10 to 38-6-12zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS for reactionsshown; 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)All plates areMT20 plates unless otherwiseindicated. 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) 17=137, 10=219. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI Continued 1. on page 2 10-11-0 5-0-0 15-11-0 5-0-0 20-10-0 4-11-0 -1-2-12 1-2-12 5-11-0 5-11-0 10-11-0 5-0-0 15-11-0 5-0-0 20-10-0 4-11-0 23-0-12 2-2-12 0-7-13 7-11-2 1-3-13 8.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-2-0] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.74 0.67 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.12 0.04 (loc) 12 12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x6SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud*Except* W5: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-6-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)2=5054/0-6-0(min. 0-4-12), 8=2544/0-6-0(min. 0-2-4) Max Horz2=234(LC 15) Max Uplift2=-1151(LC 16), 8=-558(LC 17) MaxGrav2=6023(LC 30), 8=2881(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-65/407, 2-16=-7090/1301, 3-16=-6277/1173, 3-17=-4251/838, 17-18=-3473/715, 4-18=-3294/688, 4-19=-3169/685, 19-20=-3306/680, 5-20=-3388/680, 5-21=-3332/588, 6-21=-3362/582, 6-8=-2788/583 BOT CHORD 2-12=-995/5365, 11-12=-995/5365, 10-11=-995/5365, 9-10=-396/2689, 8-9=-32/444 WEBS 3-12=0/263, 3-10=-3261/748, 4-10=-400/2068, 5-9=-456/148, 6-9=-371/2403 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 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 and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 10-11-0,Exterior(2) 10-11-0 to 13-11-0 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 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) 2=1151, 8=558. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard Continued on page 2 30 3x4 3x4 2x4 3x4 3x4 3x4 20-10-0 20-10-0 -1-2-12 1-2-12 10-11-0 10-11-0 20-10-0 9-11-0 23-0-12 2-2-12 0-7-13 7-11-2 1-3-13 8.0012 PlateOffsets(X,Y)-- [2:0-2-2,0-0-1], [9:0-2-0,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-SH 0.49 0.10 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.10 0.00 (loc) 16 16 17 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 108 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud SLIDER Left 2x4SPFStud 1-6-2 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 20-10-0. (lb)-Max Horz2=236(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 17, 2, 23, 24, 25, 27, 28, 20, 19 except 21=-102(LC 17), 18=-218(LC 22) MaxGravAllreactions 250 lb orless at joint(s) 2, 23, 24, 25, 27, 28, 22, 21, 20, 19, 18 except 17=447(LC 22) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 15-17=-426/189 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)-1-2-12 to 1-11-0,Exterior(2) 1-11-0 to 10-11-0, Corner(3) 10-11-0 to 13-11-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for reactionsshown; 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) 17, 2, 23, 24, 25, 27, 28, 20, 19 except(jt=lb) 21=102, 18=218. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 5-7-4 5-7-4 10-11-0 5-3-12 16-2-12 5-3-12 20-10-0 4-7-4 -1-2-12 1-2-12 5-7-4 5-7-4 10-11-0 5-3-12 16-2-12 5-3-12 20-10-0 4-7-4 23-0-12 2-2-12 0-7-13 7-11-2 1-3-13 8.0012 PlateOffsets(X,Y)-- [2:0-2-2,0-0-1], [7:0-3-0,0-1-12] 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 0.49 0.31 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.09 0.03 (loc) 11-13 11-13 9 l/defl >999 >999 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 2x4SPFStud*Except* W3: 2x4 HF/SPF No.2 SLIDER Left 2x4SPFStud 1-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-2-5 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 9-10. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)2=790/0-6-0(min. 0-1-8), 9=858/0-5-3(min. 0-1-10) Max Horz2=238(LC 15) Max Uplift2=-137(LC 16), 9=-156(LC 17) MaxGrav2=895(LC 2), 9=976(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-461/0, 3-18=-1094/131, 4-18=-959/159, 4-19=-772/167, 19-20=-709/170, 5-20=-707/187, 5-21=-706/183, 21-22=-709/166, 6-22=-771/163, 6-23=-806/137, 7-23=-934/111, 7-9=-934/240 BOT CHORD 2-13=-137/922, 12-13=-137/922, 11-12=-137/922, 10-11=-6/717 WEBS 4-11=-423/199, 5-11=-74/528, 6-11=-275/160, 7-10=-68/764 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)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 10-11-0,Exterior(2) 10-11-0 to 13-11-0 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=137, 9=156. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 5x6 3x4 3x4 3x5 3x4 3x6 3x4 25-7-0 25-7-0 10-9-12 10-9-12 25-7-0 14-9-4 11-6-0 1-7-13 11-6-0 8.0012 PlateOffsets(X,Y)-- [7:0-2-0,0-2-3] 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-SH 0.58 0.34 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.02 (loc) - - 17 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 193 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W1: 2x4SPF 1650F 1.5E OTHERS 2x4 HF/SPF No.2 *Except* ST5,ST6,ST7,ST8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-7-5 oc bracing. WEBS 1 Row at midpt 1-31, 2-30, 3-29, 4-28, 5-27, 6-25, 8-24, 9-23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 25-7-0. (lb)-Max Horz31=-444(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20, 19 except 17=-302(LC 15), 18=-331(LC 12) MaxGravAllreactions 250 lb orless at joint(s) 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20, 19 except 17=521(LC 12), 18=323(LC 15) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 9-10=-261/280, 10-11=-312/332, 11-12=-324/321, 12-13=-385/383, 13-34=-440/434, 14-34=-447/414, 14-15=-511/488, 15-16=-564/533, 16-17=-764/694 BOT CHORD 30-31=-493/534, 29-30=-493/534, 28-29=-493/534, 27-28=-493/534, 26-27=-493/534, 25-26=-493/534, 24-25=-493/534, 23-24=-493/534, 22-23=-493/534, 21-22=-493/534, 20-21=-493/534, 19-20=-493/534, 18-19=-493/534 WEBS 16-18=-637/685 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) 0-1-12 to 3-1-12,Exterior(2) 3-1-12 to 10-9-12, Corner(3) 10-9-12 to 13-11-0 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 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=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)Provide adequate drainage to preventwater ponding. 6)All plates are 1.5x4MT20 unless otherwiseindicated. 7)Gablerequirescontinuous bottomchord bearing. 8)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 3x4 3x5 3x4 3x6 3x4 25-7-0 25-7-0 10-9-12 10-9-12 25-7-0 14-9-4 26-9-12 1-2-12 11-6-0 1-7-13 11-6-0 8.0012 PlateOffsets(X,Y)-- [7:0-2-0,0-2-3] 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-SH 0.16 0.08 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.02 (loc) 17 17 18 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 195 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W1: 2x4 HF/SPF No.2 OTHERS 2x4 HF/SPF No.2 *Except* ST5,ST6,ST7,ST8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-3-0 oc bracing,Except: 6-0-0 oc bracing: 18-19. WEBS 1 Row at midpt 1-32, 2-31, 3-30, 4-29, 5-28, 6-26, 8-25, 9-24 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 25-7-0. (lb)-Max Horz32=-411(LC 17) Max UpliftAll uplift 100 lb orless at joint(s) 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21, 20 except 18=-160(LC 15), 19=-432(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21, 20 except 18=582(LC 17), 19=254(LC 15) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 12-13=-273/220, 13-34=-331/271, 14-34=-337/259, 14-15=-406/326, 15-16=-455/376, 16-18=-568/444 BOT CHORD 31-32=-380/458, 30-31=-380/458, 29-30=-380/458, 28-29=-380/458, 27-28=-380/458, 26-27=-380/458, 25-26=-380/458, 24-25=-380/458, 23-24=-380/458, 22-23=-380/458, 21-22=-380/458, 20-21=-380/458, 19-20=-380/458 WEBS 16-19=-465/569 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) 0-1-12 to 3-1-12,Exterior(2) 3-1-12 to 10-9-12, Corner(3) 10-9-12 to 13-11-0 zone;cantileverright exposed ; end verticalright 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=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)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. Continued 9)Truss to on be page fullysheathed 2 from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 3x5 4x4 3x4 4x4 5-6-10 5-6-10 10-9-12 5-3-2 18-3-4 7-5-9 25-7-0 7-3-12 5-6-10 5-6-10 10-9-12 5-3-2 18-3-4 7-5-9 25-7-0 7-3-12 11-6-0 1-7-13 11-6-0 8.0012 PlateOffsets(X,Y)-- [3:0-3-12,0-2-0], [6:0-1-4,0-1-12] 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 0.94 0.50 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.19 0.03 (loc) 7-8 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 156 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* W5,W7,W6: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-4-8 oc bracing. WEBS 1 Row at midpt 1-12, 2-11, 3-11, 5-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)12=979/Mechanical, 7=918/Mechanical Max Horz12=-379(LC 17) Max Uplift12=-195(LC 12), 7=-74(LC 17) MaxGrav12=1160(LC 34), 7=1116(LC 35) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-12=-1110/268, 1-13=-442/98, 2-13=-442/98, 2-14=-442/98, 14-15=-442/98, 3-15=-442/98, 3-16=-686/124, 16-17=-720/104, 4-17=-735/103, 4-5=-951/79, 5-18=-1130/92, 18-19=-1274/65, 6-19=-1359/65, 6-7=-1050/110 BOT CHORD 11-12=-354/379, 10-11=0/604, 9-10=0/604, 8-9=0/1061 WEBS 1-11=-223/1004, 2-11=-581/192, 3-11=-559/199, 3-9=-101/527, 5-9=-622/271, 6-8=0/984 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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 10-9-12,Exterior(2) 10-9-12 to 13-9-12zone;cantileverright exposed ; end verticalright 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=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. 3) Unbalancedsnowloads have been considered for this design. 4)Provide adequate drainage to preventwater ponding. 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) 7 except(jt=lb) 12=195. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 42 43 44 45 46 47 48 49 50 51 4x8 4x8 3x4 3x4 3x6 3x4 3x4 3x8 3x4 3x6 3x4 5x6 2x4 5x6 3x4 3x4 5-4-0 5-4-0 9-11-8 4-7-8 12-9-0 2-9-8 18-8-8 5-11-8 23-4-0 4-7-8 28-8-0 5-4-0 -0-10-12 0-10-12 5-4-0 5-4-0 9-11-8 4-7-8 12-9-0 2-9-8 18-8-8 5-11-8 23-4-0 4-7-8 28-8-0 5-4-0 29-3-12 0-7-12 1-9-8 11-9-0 1-9-8 11-9-0 12.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [4:0-6-4,0-1-12], [6:0-6-4,0-1-12], [8:0-2-12,0-1-8] 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 0.70 0.41 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.09 0.01 (loc) 16-17 16-17 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 284 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,W2: 2x4SPFStud OTHERS 2x4SPFStud*Except* ST9,ST5,ST12: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-5-5 oc bracing. WEBS 1 Row at midpt 3-15, 4-14, 5-14, 6-14, 7-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)17=701/0-6-0(min. 0-1-8), 14=1539/0-6-0(min. 0-2-13), 10=564/0-4-0(min. 0-1-8) Max Horz17=343(LC 11) Max Uplift17=-234(LC 12), 14=-443(LC 9), 10=-115(LC 8) MaxGrav17=904(LC 35), 14=1701(LC 35), 10=785(LC 35) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-42=-736/177, 42-43=-707/161, 3-43=-630/193, 3-4=-357/212, 6-7=-461/199, 7-45=-589/135, 8-45=-717/104, 2-17=-752/193, 8-10=-735/102 BOT CHORD 17-46=-355/375, 46-47=-355/375, 16-47=-355/375, 16-48=-257/514, 48-49=-257/514, 15-49=-257/514, 15-50=-212/276, 50-51=-212/276, 14-51=-212/276, 11-12=-50/416 WEBS 3-16=-104/332, 3-15=-577/345, 4-15=-348/701, 4-14=-845/296, 5-14=-589/167, 6-14=-589/198, 6-12=-180/424, 7-12=-399/257, 2-16=-74/354, 8-11=-51/334 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;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed; 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 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. 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) except(jt=lb) 17=234, 14=443, 10=115. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI Continued 1. on page 2 3x6 4x6 4x6 3x10 8x8 8x8 4x8 1.5x4 3x4 3x6 3x4 2x4 4-10-15 4-10-15 9-11-8 5-0-9 12-9-0 2-9-8 18-8-8 5-11-8 23-9-1 5-0-9 28-8-0 4-10-15 4-10-15 4-10-15 9-11-8 5-0-9 12-9-0 2-9-8 18-8-8 5-11-8 23-9-1 5-0-9 28-8-0 4-10-15 1-9-8 11-9-0 1-9-8 11-9-0 12.0012 PlateOffsets(X,Y)-- [3:0-6-4,0-1-12], [5:0-6-4,0-1-12], [13:0-3-8,0-4-8], [14:0-3-8,0-4-12] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.36 0.84 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.17 0.01 (loc) 13-14 13-14 8 l/defl >999 >889 n/a L/d 240 180 n/a PLATES MT20 Weight: 414 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W2,W9,W8: 2x4SPFStud,W1: 2x6SPF No.2 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 3-12, 5-12 REACTIONS. (lb/size)15=3435/0-6-0(min. 0-2-14), 12=4656/0-6-0(min. 0-3-12), 8=574/0-4-0(min. 0-1-8) Max Horz15=-316(LC 53) Max Uplift15=-252(LC 12), 12=-521(LC 9), 8=-104(LC 8) MaxGrav15=3643(LC 34), 12=4810(LC 34), 8=798(LC 34) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-3164/221, 2-16=-2910/249, 2-17=-1325/173, 3-17=-1126/212, 5-20=-322/169, 6-20=-530/130, 6-21=-526/123, 7-21=-782/95, 1-15=-2941/224, 7-8=-757/89 BOT CHORD 15-22=-323/470, 22-23=-323/470, 14-23=-323/470, 14-24=-330/2165, 24-25=-330/2165, 13-25=-330/2165, 13-26=-232/839, 12-26=-232/839, 11-12=-105/259, 10-11=-105/259, 9-10=-56/484 WEBS 2-14=-171/2534, 2-13=-2159/391, 3-13=-409/3784, 3-12=-3348/374, 4-12=-603/167, 5-12=-449/289, 5-10=-223/307, 6-10=-404/254, 1-14=-116/1967, 7-9=-51/449 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 0-7-0 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; porchright 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=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. 7)Provide adequate drainage to preventwater ponding. 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) 15=252, 12=521, 8=104. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 3x4 3x4 16-10-0 16-10-0 -0-7-12 0-7-12 8-5-0 8-5-0 16-10-0 8-5-0 17-5-12 0-7-12 1-9-8 10-2-8 1-9-8 12.0012 PlateOffsets(X,Y)-- [7:0-3-7,Edge], [14:Edge,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-R 0.31 0.18 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 105 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud*Except* ST4: 2x4 HF/SPF No.2 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. WEBS 1 Row at midpt 6-19, 8-18 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 16-10-0. (lb)-Max Horz24=297(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 21, 16 except 24=-253(LC 14), 14=-236(LC 15), 20=-182(LC 16), 23=-309(LC 16), 17=-182(LC 17), 15=-304(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 19, 20, 21, 18, 17, 16 except 24=327(LC 13), 14=311(LC 12), 23=347(LC 14), 15=335(LC 15) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 5-25=-261/335, 6-25=-239/340, 8-26=-239/340, 9-26=-261/335 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)-0-7-12 to 2-4-4,Exterior(2) 2-4-4 to 8-5-0, Corner(3) 8-5-0 to 11-5-0zone; cantileverleft and right exposed ; end verticalleft and right exposed; porchleft 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) 21, 16 except (jt=lb) 24=253, 14=236, 20=182, 23=309, 17=182, 15=304. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 7-9-0 16-2-0 8-5-0 3-5-11 3-5-11 7-9-0 4-3-5 12-0-5 4-3-5 16-2-0 4-1-11 16-9-12 0-7-12 2-5-8 10-2-8 1-9-8 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-MSH 0.31 0.53 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.21 -0.28 0.01 (loc) 7-8 7-8 7 l/defl >927 >690 n/a L/d 240 180 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 WEBS 2x4SPFStud*Except* W4: 2x4 HF/SPF No.2 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 3-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. (lb/size)10=561/0-6-0(min. 0-1-8), 7=603/0-4-0(min. 0-1-8) Max Horz10=-262(LC 12) Max Uplift10=-86(LC 17), 7=-77(LC 16) MaxGrav10=634(LC 2), 7=684(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-11=-484/462, 11-12=-445/477, 3-12=-439/495, 3-13=-434/486, 13-14=-445/469, 4-14=-487/461, 4-15=-191/282, 5-15=-240/264, 5-7=-278/266 BOT CHORD 9-10=-194/372, 8-9=-194/372, 7-8=-194/341 WEBS 3-8=-566/415, 2-10=-542/306, 4-7=-486/164 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) 0-1-12 to 3-4-10,Interior(1) 3-4-10 to 7-9-0,Exterior(2) 7-9-0 to 10-9-0 zone;cantileverright exposed ; end verticalright exposed; porchleft and right exposed;C-C formembers and forces&MWFRS for reactionsshown; 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) 10, 7. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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 0.37 0.20 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 0.04 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 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)2=201/9-6-11(min. 0-1-8), 4=201/9-6-11(min. 0-1-8), 6=342/9-6-11(min. 0-1-8) Max Horz2=-40(LC 17) Max Uplift2=-66(LC 16), 4=-73(LC 17), 6=-10(LC 16) MaxGrav2=230(LC 2), 4=230(LC 2), 6=382(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 3-6=-263/123 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) 0-5-7 to 3-5-7,Interior(1) 3-5-7 to 5-10-10,Exterior(2) 5-10-10 to 8-10-10 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)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, 6. 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 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 0.37 0.16 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.02 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 120 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 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. (lb/size)5=47/6-10-9(min. 0-1-8), 2=196/6-10-9(min. 0-1-8), 6=267/6-10-9(min. 0-1-8) Max Horz2=56(LC 13) Max Uplift5=-33(LC 17), 2=-57(LC 16), 6=-15(LC 16) MaxGrav5=56(LC 2), 2=224(LC 34), 6=298(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) 0-5-7 to 3-5-7,Interior(1) 3-5-7 to 5-10-10,Exterior(2) 5-10-10 to 7-10-2 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)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) 5, 2, 6. 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 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 0.12 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 64 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. REACTIONS. (lb/size)5=47/6-10-4(min. 0-1-8), 2=199/6-10-4(min. 0-1-8), 6=266/6-10-4(min. 0-1-8) Max Horz2=56(LC 13) Max Uplift5=-33(LC 17), 2=-59(LC 16), 6=-15(LC 16) MaxGrav5=56(LC 2), 2=228(LC 34), 6=296(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. Bottomchordsconnected 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 and C-CExterior(2) 0-4-14 to 3-4-14,Interior(1) 3-4-14 to 5-10-10,Exterior(2) 5-10-10 to 7-10-2 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 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)Gablerequirescontinuous bottomchord bearing. 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) 5, 2, 6. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S) Standard 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 0.09 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 4 4 3 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 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)6=37/5-3-10(min. 0-1-8), 3=148/5-3-10(min. 0-1-8), 5=204/5-3-10(min. 0-1-8) Max Horz6=-89(LC 14) Max Uplift6=-30(LC 16), 3=-38(LC 17), 5=-6(LC 17) MaxGrav6=59(LC 30), 3=169(LC 2), 5=241(LC 31) 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) 0-1-12 to 4-8-0,Interior(1) 4-8-0 to 5-9-6zone;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=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) 6, 3, 5. 9)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 3. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard PlateOffsets(X,Y)-- [4:0-2-0,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 0.08 0.05 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 24 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 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS. All bearings 7-3-3. (lb)-Max Horz2=-72(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 9, 8 MaxGravAllreactions 250 lb orless at joint(s) 2, 6, 9, 8 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) 0-3-5 to 3-4-11,Interior(1) 3-4-11 to 4-4-12,Exterior(2) 4-4-12 to 7-4-12 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)Gablerequirescontinuous bottomchord bearing. 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) 9, 8. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S) Standard 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 0.12 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 23 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)2=163/7-3-3(min. 0-1-8), 4=163/7-3-3(min. 0-1-8), 6=237/7-3-3(min. 0-1-8) Max Horz2=72(LC 15) Max Uplift2=-52(LC 16), 4=-62(LC 17) MaxGrav2=188(LC 2), 4=188(LC 2), 6=263(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) 0-3-5 to 3-3-5,Interior(1) 3-3-5 to 4-4-12,Exterior(2) 4-4-12 to 7-4-12zone; 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 8.0012 PlateOffsets(X,Y)-- [3:0-2-0,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-SH 0.11 0.04 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 7 8 7 l/defl n/r n/r n/a L/d 120 120 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 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 10-0-13. (lb)-Max Horz13=-171(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 13, 7, 12, 11, 10, 9 MaxGravAllreactions 250 lb orless at joint(s) 13, 7, 12, 11, 10, 9 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) 0-1-12 to 5-11-0,Interior(1) 5-11-0 to 10-6-6zone;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)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)Bearing at joint(s) 13 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 13, 7, 12, 11, 10, 9. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 14)Gap betweeninside of top chord bearing and first diagonal orverticalwebshall not exceed 0.500in. LOADCASE(S) Standard 0-1-10 0-1-6 8.0012 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 0.19 0.09 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 37 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 10-0-10. (lb)-Max Horz8=-171(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 8, 4, 7 except 6=-163(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 8, 4 except 6=376(LC 31), 7=268(LC 31) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 3-6=-310/212 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) 0-1-12 to 5-11-0,Interior(1) 5-11-0 to 10-6-6zone;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=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)Bearing at joint(s) 8 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) 8, 4, 7 except (jt=lb) 6=163. 10)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 4. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)Gap betweeninside of top chord bearing and first diagonal orverticalwebshall not exceed 0.500in. 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-P 0.06 0.03 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 31 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 7-7-6. (lb)-Max Horz2=109(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 12, 11 except 13=-118(LC 16), 10=-119(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 2, 8, 12, 13, 11, 10 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) 0-2-10 to 3-4-8,Interior(1) 3-4-8 to 4-4-8,Exterior(2) 4-4-8 to 7-4-8zone; 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, 12, 11 except(jt=lb) 13=118, 10=119. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S) Standard 12.0012 PlateOffsets(X,Y)-- [2:0-2-6,0-1-0], [4:0-2-0,Edge], [6:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.06 0.03 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 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 6-0-0 oc bracing. REACTIONS. All bearings 7-7-6. (lb)-Max Horz2=-109(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) except 9=-166(LC 16), 8=-165(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 2, 6 except 9=258(LC 30), 8=256(LC 31) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 3-9=-253/205, 5-8=-254/206 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. Bottomchordsconnected 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 and C-CExterior(2) 0-2-10 to 3-4-8,Interior(1) 3-4-8 to 4-4-8,Exterior(2) 4-4-8 to 7-4-8zone; 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 5)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. 6)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 7) Unbalancedsnowloads have been considered for this design. 8)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. 9)Gablerequirescontinuous bottomchord bearing. 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 166 lb uplift at joint 9 and 165 lb uplift atjoint 8. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 14)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S) Standard Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.15 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 4-5 4-5 3 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 2-4-8 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=142/0-6-0(min. 0-1-8), 3=44/Mechanical, 4=20/Mechanical Max Horz5=55(LC 13) Max Uplift5=-25(LC 12), 3=-40(LC 16) MaxGrav5=164(LC 2), 3=51(LC 2), 4=40(LC 7) 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) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 25 lb uplift at joint 5 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 RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.18 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 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 3-2-13 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=119/0-8-2(min. 0-1-8), 3=30/Mechanical, 4=12/Mechanical Max Horz5=49(LC 11) Max Uplift5=-68(LC 10), 3=-51(LC 16) MaxGrav5=159(LC 18), 3=35(LC 2), 4=42(LC 7) 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;cantileverleft and right exposed ; end verticalleft and right exposed; 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) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 68 lb uplift at joint 5 and 51 lb uplift at joint 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-41(F=5,B=5), 5=0(F=10,B=10)-to-4=-16(F=2,B=2) 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-MP 0.19 0.18 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.05 (loc) 5-6 5-6 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 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 3-9-0 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)6=141/0-4-0(min. 0-1-8), 3=58/Mechanical, 4=75/Mechanical Max Horz6=57(LC 13) Max Uplift6=-58(LC 12), 3=-25(LC 13), 4=-33(LC 12) MaxGrav6=174(LC 34), 3=78(LC 35), 4=85(LC 34) 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) 0-1-12 to 2-5-14,Interior(1) 2-5-14 to 3-8-4zone;cantileverleft exposed ; endverticalleft exposed; porchleft 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)Provide adequate drainage to preventwater ponding. 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 58 lb uplift at joint 6, 25 lb uplift at joint 3 and 33 lb uplift at joint 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.18 0.17 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.02 -0.04 (loc) 3-4 3-4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 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 3-9-0 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)4=125/0-4-0(min. 0-1-8), 2=85/Mechanical, 3=41/Mechanical Max Horz4=61(LC 13) Max Uplift4=-25(LC 12), 2=-63(LC 16), 3=-23(LC 13) MaxGrav4=142(LC 2), 2=100(LC 2), 3=68(LC 7) 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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-8-4zone;cantileverleft exposed ; endverticalleft exposed; porchleft 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 a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5) Refer to girder(s) for truss to trussconnections. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 25 lb uplift at joint 4, 63 lb uplift at joint 2 and 23 lb uplift at joint 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-MR 0.15 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.01 (loc) 4-5 4-5 3 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 2-6-7 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=147/0-4-0(min. 0-1-8), 3=48/Mechanical, 4=22/Mechanical Max Horz5=57(LC 13) Max Uplift5=-47(LC 12), 3=-43(LC 16), 4=-19(LC 13) MaxGrav5=170(LC 2), 3=57(LC 2), 4=44(LC 7) 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)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-5-11zone;cantileverleft exposed ; endverticalleft exposed; porchleft 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) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 47 lb uplift at joint 5, 43 lb uplift at joint 3 and 19 lb uplift at joint 4. 8)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-MR 0.09 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 5 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 1-1-7 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=116/0-4-0(min. 0-1-8), 3=1/Mechanical, 4=4/Mechanical Max Horz5=42(LC 13) Max Uplift5=-31(LC 12), 3=-27(LC 22), 4=-11(LC 13) MaxGrav5=150(LC 22), 3=1(LC 2), 4=16(LC 7) 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) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 31 lb uplift at joint 5, 27 lb uplift at joint 3 and 11 lb uplift at joint 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard 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-MR 0.26 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.07 -0.06 (loc) 4-5 4-5 3 l/defl >904 >910 n/a L/d 240 180 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 5-2-2 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=161/0-5-5(min. 0-1-8), 3=99/Mechanical, 4=44/Mechanical Max Horz5=57(LC 11) Max Uplift5=-153(LC 10), 3=-69(LC 12), 4=-31(LC 8) MaxGrav5=184(LC 2), 3=117(LC 2), 4=87(LC 7) 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;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed; 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) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 153 lb uplift at joint 5, 69 lb uplift at joint 3 and 31 lb uplift at joint 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 14 lb down and 14 lb up at 1-8-1, and 15 lb down and 21 lb up at 2-7-6, and 20 lb down and 39 lb up at 3-8-2 on top chord, and 3 lb down and 15 lb up at 1-8-1, and 3 lb down and 27 lb up at 2-7-6, and 8 lb down and 33 lb up at 3-8-2 on bottomchord.The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Concentrated Loads(lb) Vert: 10=1(F) 11=0(B) 12=-1(F) Continued on page 2 RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.13 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 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 1-9-7 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=127/0-4-0(min. 0-1-8), 3=27/Mechanical, 4=13/Mechanical Max Horz5=49(LC 13) Max Uplift5=-42(LC 12), 3=-31(LC 16), 4=-18(LC 13) MaxGrav5=148(LC 2), 3=32(LC 2), 4=30(LC 7) 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 exposed ; end verticalleft exposed; porchleft 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) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 42 lb uplift at joint 5, 31 lb uplift at joint 3 and 18 lb uplift at joint 4. 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-MR 0.15 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.00 -0.01 (loc) 4-5 4-5 3 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 2-6-0 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=146/0-4-0(min. 0-1-8), 3=47/Mechanical, 4=22/Mechanical Max Horz5=57(LC 13) Max Uplift5=-47(LC 12), 3=-42(LC 16), 4=-19(LC 13) MaxGrav5=168(LC 2), 3=55(LC 2), 4=43(LC 7) 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)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-5-4zone;cantileverleft exposed ; endverticalleft exposed; porchleft 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) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 47 lb uplift at joint 5, 42 lb uplift at joint 3 and 19 lb uplift at joint 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.18 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 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 3-4-15 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=122/0-5-5(min. 0-1-8), 3=35/Mechanical, 4=15/Mechanical Max Horz5=50(LC 11) Max Uplift5=-101(LC 10), 3=-54(LC 10), 4=-22(LC 10) MaxGrav5=160(LC 18), 3=41(LC 2), 4=46(LC 7) 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;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed; 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) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 101 lb uplift at joint 5, 54 lb uplift at joint 3 and 22 lb uplift at joint 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-43(F=4,B=4), 5=0(F=10,B=10)-to-4=-17(F=1,B=1) SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.20 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 3-4 3-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 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 4-0-0 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)4=131/0-6-0(min. 0-1-8), 3=131/0-1-8(min. 0-1-8) Max Horz4=99(LC 13) Max Uplift4=-27(LC 12), 3=-40(LC 13) MaxGrav4=148(LC 2), 3=148(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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-10-4zone;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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 6)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 3. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 27 lb uplift at joint 4 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 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-MR 0.32 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 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 4-0-0 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. (lb/size)5=264/0-6-0(min. 0-1-8), 4=103/0-1-8(min. 0-1-8) Max Horz5=114(LC 13) Max Uplift5=-129(LC 12), 4=-38(LC 13) MaxGrav5=305(LC 2), 4=115(LC 2) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-265/219 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)-1-10-12 to 1-1-4,Interior(1) 1-1-4 to 3-10-4zone;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)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 129 lb uplift at joint 5 and 38 lb uplift at joint 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S) Standard SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.88 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.07 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 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 2-9-5 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=262/1-7-0(min. 0-1-8), 3=-34/Mechanical, 4=-10/Mechanical Max Horz5=65(LC 11) Max Uplift5=-179(LC 8), 3=-91(LC 18), 4=-25(LC 18) MaxGrav5=397(LC 18), 3=29(LC 8), 4=27(LC 7) FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-354/176 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;cantileverleft exposed ; end verticalleft exposed; 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) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 179 lb uplift at joint 5, 91 lb uplift at joint 3 and 25 lb uplift at joint 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S) Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3)