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Home My WebLink AboutADDITION - TRUSS SPECS.pdfEngDrwg: 2021r5RGT 475(&),6+ 4W\ 7UXVV;0 Customer: NEW JOB Truss Mfr. Contact: Shawn Vanblarcom SID: TID: QTREC080... Date: 08 / 31 / 23 Page: 1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.5.0.103 3x8 3x4 = 3x4 = 3x4 = 3x4 = 6x6= 1.5x4 3x8 3x4 = 3x4 = 4x4 = 5x6 = 1.5x4 2-8-0 2-8-0 1-9-8 1-8-0 1-8-5 3-8-7 1 5-5-6 5-5-6 2 4-7-15 10-1-5 4 4-10-15 15-0-4 5 6-9-4 21-9-8 6 7 5-5-6 5-5-6 8 4-7-15 EngDrwg: 2021r5RGT 475(&),6+ 4W\ 7UXVV;0'( Customer: NEW JOB Truss Mfr. Contact: Shawn Vanblarcom SID: TID: QTREC080... Date: 08 / 31 / 23 Page: 1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.5.0.103 Typical plate: 1.5x4 3x4 = 3x6 1-9-8 1-4-8 1-4-13 3-2-5 1 1-7-12 2 2-0-0 3 2-0-0 4 2-0-0 5 2-0-0 6 2-0-0 7 2-0-0 9 2-0-0 10 2-0-0 11 2-0-0 12 2-1-12 21-9-8 13 14 1-7-12 15 2-0-0 16 2-0-0 17 2-0-0 7-7-12 18 2-0-0 19 EngDrwg: 2021r5RGT 475(&),6+ 4W\ 7UXVV;0* Customer: NEW JOB Truss Mfr. Contact: Shawn Vanblarcom SID: TID: QTREC080... Date: 08 / 31 / 23 Page: 1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.5.0.103 3x4= 3x4 = 3x4 = 3x4 = 3x8 3x4 = 3x4= 1.5x4 3x4 = 3x4 = 3x4 = 3x4 = 1.5x4 3x4 = 3x4 = 1.5x4 566# 356# 9-8 2-8-0 2-8-0 1-9-8 1-8-0 1-8-5 3-8-7 1 5-0-11 5-0-11 2 5-0-11 10-1-5 4 4-10-15 15-0-4 5 2-8-5 17-8-9 EngDrwg: 2021r5RGT 475(&),6+ 4W\ 7UXVV;0 Customer: NEW JOB Truss Mfr. Contact: Shawn Vanblarcom SID: TID: QTREC080... Date: 08 / 31 / 23 Page: 1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.5.0.103 4x4= 3x4 = 3x4 = 3x4 = 3x4= 1.5x4 4x4 = 3x4 = 3x4 = 1.5x4 9-8 2-8-0 1-2-9 1-8-0 1-8-5 2-11-3 1 5-1-8 5-1-8 2 4-11-13 10-1-5 4 5-0-11 15-2-0 5 6 5-1-8 5-1-8 7 4-11-13 10-1-5 8 2-5-8 12-6-13 9 2-7-3 15-2-0 EngDrwg: 2021r5RGT QTREC0803441 - FISH30254661 Qty: 1 Truss: FLAT2 Customer: NEW JOB Truss Mfr. Contact: Shawn Vanblarcom SID: TID: QTREC080... Date: 08 / 31 / 23 Page: 1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.5.0.103 1.5x4 3x4= 3x4= 1.5x4 134# 134# 1-8-0 1-8-0 1 5-10-8 5-10-8 2 3 5-10-8 5-10-8 4 Truss Weight = 33.2 lb Code/Design: IRC-2018/TPI-2014 PSF Live Dead Dur Factors TC 20.0 7.0 Live Wind Snow BC 0.0 10.0 Lum 1.15 1.60 1.15 Total 37.0 Plt 1.15 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 15% Creep (Kcr) = 2.0 OH Soffit Load: 1.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = 30.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Fully Exposed Thermal Condition: Cold Ventilated(1.1) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: Yes ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 115 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 50.0 ft B = 41.7 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 4.2 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 4-00-00 -------Additional Design Checks------ EngDrwg: 2021r5RGT 475(&),6+ 4W\ 7UXVV;0 Customer: NEW JOB Truss Mfr. Contact: Shawn Vanblarcom SID: TID: QTREC080... Date: 08 / 31 / 23 Page: 1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.5.0.103 1.5x4 3x4= 3x4= 1.5x4 2-8-0 3-12 1-8-0 1-8-5 2-2-11 1 4-0-3 4-0-3 2 3 4-0-3 4-0-3 4 1/12 1/12 Truss Weight = 25.2 lb Code/Design: IRC-2018/TPI-2014 PSF Live Dead Dur Factors TC 20.0 7.0 Live Wind Snow BC 0.0 10.0 Lum 1.15 1.60 1.15 Total 37.0 Plt 1.15 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 15% Creep (Kcr) = 2.0 OH Soffit Load: 1.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = 30.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Fully Exposed Thermal Condition: Cold Ventilated(1.1) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: Yes ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 115 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 50.0 ft B = 41.7 ft M.R.H(h) = 15.0 ft Kzt = 1.0 EngDrwg: 2021r5RGT QTREC0803441 - FISH30254661 Qty: 1 Truss: FLAT1 Customer: NEW JOB Truss Mfr. Contact: Shawn Vanblarcom SID: TID: QTREC080... Date: 08 / 31 / 23 Page: 1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.5.0.103 1.5x4 3x4= 3x6 2x6 566# 566# 1-8-3 1-8-3 1 5-10-8 5-10-8 2 3 5-10-8 5-10-8 4 Truss Weight = 34.7 lb Code/Design: IRC-2018/TPI-2014 PSF Live Dead Dur Factors TC 20.0 7.0 Live Wind Snow BC 0.0 10.0 Lum 1.15 1.60 1.15 Total 37.0 Plt 1.15 1.60 1.15 Spacing: 0 o.c. Plies: 1 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 15% Creep (Kcr) = 2.0 OH Soffit Load: 1.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = 30.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Fully Exposed Thermal Condition: Cold Ventilated(1.1) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: Yes ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 115 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 50.0 ft B = 41.7 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 4.2 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 4-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 SP (ALSC6-2013) #1 BC 2x6 SP 2400/2.0 Webs 2x4 SP (ALSC6-2013) #1 Member Forces Summary Max CSI in TC PANEL 1 - 1 0.00 Max CSI in BC PANEL 3 - 4 0.58 Max CSI in Web 3 - 1 0.00 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 0 0 0.00 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 0 0 0.58 4-OH 0 0 0.00 Web 1- 3 0 0 0.00 2- 3 0 0 0.00 2- 4 0 0 0.00 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 566 0 01-08 HGR DFL 805 4 5-08-12 565 0 01-08 HGR DFL 805 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [2-11-04] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 566 6 1-11-04 Vert XM2 @ 90 Deg BC 566 6 3-11-04 Vert XM2 @ 90 Deg Notes Plates designed for Cq at 0.85 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. This truss is not symmetric - proper orientation is critical. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/809(-0.08) 3- 4 Vert DL L/90 L/999(-0.07) 3- 4 Vert CR L/180 L/450(-0.15) 3- 4 Horz LL 0.75in ( 0.00) @Jt 3 Horz CR 1.25in ( 0.00) @Jt 3 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt3(0,-01-01), Jnt4(0,-01-01) Bldg Enclosure: Enclosed Wind DL(psf): TC = 4.2 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 4-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes 0DWHULDO6XPPDU\ TC 2x4 SP (ALSC6-2013) #1 BC 2x4 SP (ALSC6-2013) #1 Webs 2x4 SP (ALSC6-2013) #1 0HPEHU)RUFHV6XPPDU\ Max CSI in TC PANEL 1 - 2 0.45 Max CSI in BC PANEL 3 - 4 0.12 Max CSI in Web 4 - 2 0.05 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 25 7 0.45 2-OH 0 13 0.45 BC OH- 3 0 0 0.00 3- 4 21 17 0.12 4-OH 0 0 0.00 Web 1- 3 88 94 0.02 2- 3 11 73 0.00 2- 4 367 326 0.05 5HDFWLRQ6XPPDU\ --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 134 0 01-08 HGR DFL 565 4 3-10-07 366 78 03-08 01-08 DFL 565 Max Horiz = -21 / +37 at Joint 3 /RDGV6XPPDU\ This truss has been designed for the effects of an unbalanced top chord live load occurring at [4-00-03] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 1RWHV Plates designed for Cq at 0.85 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. 'HIOHFWLRQ6XPPDU\ TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.01) 3- 4 Vert DL L/90 L/999(-0.01) 3- 4 Vert CR L/180 L/999(-0.02) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Ohng CR 2L/180 2L/634( 0.11) 2- 2 %UDFLQJ'DWD6XPPDU\ ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None 3ODWHRIIVHWV ;< (None unless indicated below) 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 SP (ALSC6-2013) #1 BC 2x6 SP (ALSC6-2013) #1 Webs 2x4 SP (ALSC6-2013) #1 Member Forces Summary Max CSI in TC PANEL 1 - 2 0.48 Max CSI in BC PANEL 3 - 4 0.29 Max CSI in Web 3 - 1 0.03 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 18 13 0.48 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 0 12 0.29 4-OH 0 0 0.00 Web 1- 3 196 163 0.03 2- 3 28 28 0.00 2- 4 203 163 0.03 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 356 0 01-08 HGR DFL 565 4 5-08-12 356 0 01-08 HGR DFL 565 Max Horiz = -20 / +20 at Joint 3 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [2-11-04] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 134 8 1-11-04 Vert XM3 @ -90 Deg BC 134 8 3-11-04 Vert XM3 @ -90 Deg Notes Plates designed for Cq at 0.85 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. This truss is not symmetric - proper orientation is critical. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.03) 3- 4 Vert DL L/90 L/999(-0.03) 3- 4 Vert CR L/180 L/999(-0.06) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) 10 3 15-2-0 1/12 1/12 Truss Weight = 79.0 lb Code/Design: IRC-2018/TPI-2014 PSF Live Dead Dur Factors TC 20.0 7.0 Live Wind Snow BC 0.0 10.0 Lum 1.15 1.60 1.15 Total 37.0 Plt 1.15 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 15% Creep (Kcr) = 2.0 OH Soffit Load: 1.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = 30.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Fully Exposed Thermal Condition: Cold Ventilated(1.1) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: Yes ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 115 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 50.0 ft B = 41.7 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 4.2 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 4-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes 0DWHULDO6XPPDU\ TC 2x4 SP (ALSC6-2013) #1 BC 2x4 SP (ALSC6-2013) #1 Webs 2x4 SP (ALSC6-2013) #1 0HPEHU)RUFHV6XPPDU\ Max CSI in TC PANEL 1 - 1 0.45 Max CSI in BC PANEL 7 - 8 0.29 Max CSI in Web 1 - 7 0.23 ...Mem... Ten Comp .CSI. TC OH- 1 13 0 0.45 1- 2 435 1402 0.35 2- 3 501 1418 0.15 3- 4 503 1408 0.21 4- 5 235 750 0.21 5-OH 0 0 0.00 BC OH- 6 0 0 0.00 6- 7 33 113 0.15 7- 8 1395 509 0.29 8- 9 1408 559 0.23 9-10 115 30 0.04 Web 1- 6 333 695 0.07 1- 7 1413 403 0.23 2- 7 182 281 0.03 2- 8 87 64 0.01 4- 8 155 0 0.02 4- 9 329 741 0.11 5- 9 878 294 0.14 5-10 240 540 0.06 5HDFWLRQ6XPPDU\ --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 6 01-12 741 42 03-08 01-08 DFL 565 10 15-00-04 565 0 01-08 HGR DFL 1650 Max Horiz = -14 / +53 at Joint 6 Max Horiz = -14 / +53 at Joint 10 /RDGV6XPPDU\ This truss has been designed for the effects of an unbalanced top chord live load occurring at [15-02-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 1RWHV Plates designed for Cq at 0.85 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. 'HIOHFWLRQ6XPPDU\ TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.06) 7- 8 Vert DL L/90 L/999(-0.06) 7- 8 Vert CR L/180 L/999(-0.12) 7- 8 Horz LL 0.75in ( 0.01) @Jt10 Horz CR 1.25in ( 0.01) @Jt10 Ohng CR 2L/180 2L/697(-0.10) 1- 1 %UDFLQJ'DWD6XPPDU\ ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None 3ODWHRIIVHWV ;< (None unless indicated below) 6 4-0-15 21-9-8 7 8 5-0-11 5-0-11 9 5-0-11 10-1-5 10 2-5-8 12-6-13 11 2-5-8 15-0-4 13 10-8 14 1-9-13 17-8-9 15 4-0-15 21-9-8 16 3 12 21-9-8 1/12 1/12 Truss Weight = 118.5 lb Code/Design: IRC-2018/TPI-2014 PSF Live Dead Dur Factors TC 20.0 7.0 Live Wind Snow BC 0.0 10.0 Lum 1.15 1.60 1.15 Total 37.0 Plt 1.15 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 15% Creep (Kcr) = 2.0 OH Soffit Load: 1.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = 30.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Fully Exposed Thermal Condition: Cold Ventilated(1.1) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: Yes ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 115 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 50.0 ft B = 41.7 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 4.2 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 4-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes 0DWHULDO6XPPDU\ TC 2x4 SP (ALSC6-2013) #1 BC 2x4 SP (ALSC6-2013) #1 Webs 2x4 SP (ALSC6-2013) #1 0HPEHU)RUFHV6XPPDU\ Max CSI in TC PANEL 1 - 1 0.51 Max CSI in BC PANEL 9 - 10 0.27 Max CSI in Web 1 - 9 0.19 ...Mem... Ten Comp .CSI. TC OH- 1 13 0 0.51 1- 2 282 1180 0.40 2- 3 263 1004 0.18 3- 4 264 989 0.22 4- 5 38 287 0.20 5- 6 1288 248 0.38 6- 7 609 223 0.47 7-OH 0 13 0.51 BC OH- 8 0 0 0.00 8- 9 48 130 0.16 9-10 1174 379 0.27 10-11 994 336 0.19 11-12 154 602 0.02 12-13 155 600 0.06 13-14 156 617 0.11 14-15 213 608 0.11 15-16 16 14 0.10 16-OH 0 0 0.00 Web 1- 8 247 636 0.06 1- 9 1189 273 0.19 2- 9 147 225 0.02 2-10 42 220 0.09 4-10 204 0 0.03 4-11 278 830 0.12 5-11 946 250 0.15 5-13 445 0 0.07 5-14 131 1271 0.13 6-14 21 1186 0.15 6-15 540 0 0.09 7-15 214 660 0.18 7-16 128 181 0.02 5HDFWLRQ6XPPDU\ --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 682 42 03-08 01-08 DFL 565 14 15-10-12 2032 0 03-08 02-03 DFL 625 16 21-07-12 219 93 03-08 01-08 DFL 565 Max Horiz = -8 / +68 at Joint 8 /RDGV6XPPDU\ This truss has been designed for the effects of an unbalanced top chord live load occurring at [21-09-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 566 6 15-02-12 Vert FLAT1 @ 90 Deg BC 356 11 17-08-09 Vert FLAT2 @ 90 Deg 1RWHV Plates designed for Cq at 0.85 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. 'HIOHFWLRQ6XPPDU\ TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.05) 9-10 Vert DL L/90 L/999(-0.05) 9-10 Vert CR L/180 L/999(-0.10) 9-10 Horz LL 0.75in ( 0.01) @Jt14 Horz CR 1.25in ( 0.01) @Jt14 Ohng CR 2L/180 2L/697(-0.10) 1- 1 Ohng CR 2L/180 2L/697(-0.10) 7- 7 %UDFLQJ'DWD6XPPDU\ ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None 3ODWHRIIVHWV ;< (None unless indicated below) 2-0-0 20 2-0-0 21 2-0-0 22 2-0-0 23 2-0-0 24 2-1-12 21-9-8 25 8 21-9-8 1/12 1/12 Truss Weight = 86.4 lb Code/Design: IRC-2018/TPI-2014 PSF Live Dead Dur Factors TC 20.0 7.0 Live Wind Snow BC 0.0 10.0 Lum 1.15 1.60 1.15 Total 37.0 Plt 1.15 1.60 1.15 Spacing: 2-08-00 o.c. Plies: 1 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 15% Creep (Kcr) = 2.0 OH Soffit Load: 1.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = 30.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Fully Exposed Thermal Condition: Cold Ventilated(1.1) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: Yes ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 115 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 50.0 ft B = 41.7 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 4.2 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 4-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes 0DWHULDO6XPPDU\ TC 2x4 SP (ALSC6-2013) #1 BC 2x4 SP (ALSC6-2013) #1 Webs 2x4 SP (ALSC6-2013) #1 0HPEHU)RUFHV6XPPDU\ Max CSI in TC PANEL 12 - 13 0.07 Max CSI in BC PANEL 14 - 15 0.07 Max CSI in Web 25 - 13 0.08 ...Mem... Ten Comp .CSI. TC 1- 8 16 49 0.05 8-13 54 28 0.07 BC 14-18 79 16 0.07 18-25 32 83 0.05 Web 1-14 21 60 0.06 2-15 125 133 0.01 3-16 101 151 0.01 4-17 96 147 0.01 5-18 97 148 0.01 6-19 96 148 0.01 7-20 97 148 0.01 9-21 97 148 0.01 10-22 96 148 0.01 11-23 101 146 0.01 12-24 94 157 0.01 13-25 76 75 0.08 5HDFWLRQ6XPPDU\ --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 14 01-12 81 0 03-08 01-08 DFL 565 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 14- 25 98 0 21-06-00 Max Horiz = -8 / +69 at Joint 20 /RDGV6XPPDU\ This truss has been designed for the effects of an unbalanced top chord live load occurring at [21-09-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 1RWHV Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang = 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI - B3. Gable requires 1/2" OSB sheathing on Front from 0 to 21-09-08; connection details to be provided by building designer. Plates designed for Cq at 0.85 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. 'HIOHFWLRQ6XPPDU\ TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.00) 24-25 Vert DL L/90 L/999(-0.00) 24-25 Vert CR L/180 L/999(-0.00) 24-25 Horz LL 0.75in ( 0.00) @Jt14 Horz CR 1.25in ( 0.00) @Jt14 %UDFLQJ'DWD6XPPDU\ ------------Bracing Data------------ Chords; continuous except where shown -------------Purlins------------ ---oc--- --From-- ---To--- #Bays TC 2-00-00 0 21-09-08 11 BC 7-03-00 0 21-09-08 4 Web Bracing -- None 3ODWHRIIVHWV ;< (None unless indicated below) Jnt18(00-01,-00-08) 10-1-5 9 2-5-8 12-6-13 10 2-5-8 15-0-4 12 6-9-4 21-9-8 13 3 11 21-9-8 1/12 1/12 Truss Weight = 119.0 lb Code/Design: IRC-2018/TPI-2014 PSF Live Dead Dur Factors TC 20.0 7.0 Live Wind Snow BC 0.0 10.0 Lum 1.15 1.60 1.15 Total 37.0 Plt 1.15 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 15% Creep (Kcr) = 2.0 OH Soffit Load: 1.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = 30.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Fully Exposed Thermal Condition: Cold Ventilated(1.1) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: Yes ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 115 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 50.0 ft B = 41.7 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 4.2 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 4-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes 0DWHULDO6XPPDU\ TC 2x4 SP (ALSC6-2013) #1 BC 2x4 SP (ALSC6-2013) #1 Webs 2x4 SP (ALSC6-2013) #1 0HPEHU)RUFHV6XPPDU\ Max CSI in TC PANEL 5 - 6 0.70 Max CSI in BC PANEL 9 - 10 0.54 Max CSI in Web 12 - 6 0.47 ...Mem... Ten Comp .CSI. TC OH- 1 13 0 0.45 1- 2 613 2374 0.40 2- 3 842 3105 0.28 3- 4 843 3090 0.23 4- 5 791 2949 0.36 5- 6 733 2758 0.70 6-OH 0 13 0.45 BC OH- 7 0 0 0.00 7- 8 48 130 0.18 8- 9 2366 709 0.46 9-10 3094 922 0.54 10-11 2743 765 0.47 11-12 2745 764 0.45 12-13 16 16 0.31 13-OH 0 0 0.00 Web 1- 7 334 924 0.09 1- 8 2392 602 0.39 2- 8 228 511 0.05 2- 9 789 224 0.13 4- 9 114 162 0.01 4-10 78 196 0.03 5-10 262 98 0.04 5-12 251 467 0.05 6-12 2848 785 0.47 6-13 351 910 0.09 5HDFWLRQ6XPPDU\ --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 7 01-12 977 32 03-08 01-08 DFL 565 13 21-07-12 977 41 03-08 01-08 DFL 565 Max Horiz = -8 / +68 at Joint 7 /RDGV6XPPDU\ This truss has been designed for the effects of an unbalanced top chord live load occurring at [21-09-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 1RWHV Plates designed for Cq at 0.85 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. 'HIOHFWLRQ6XPPDU\ TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.25) 9-10 Vert DL L/90 L/999(-0.20) 9-10 Vert CR L/180 L/570(-0.45) 9-10 Horz LL 0.75in ( 0.02) @Jt13 Horz CR 1.25in ( 0.04) @Jt13 Ohng CR 2L/180 2L/697(-0.10) 1- 1 Ohng CR 2L/180 2L/697(-0.10) 6- 6 %UDFLQJ'DWD6XPPDU\ ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None 3ODWHRIIVHWV ;< (None unless indicated below) Jnt1(00-08,0), Jnt8(-00-08,-00-01), Jnt11(0,00-04)