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HomeMy WebLinkAboutTRUSS SPECS - 18-00261 - 1249 Stone Dr - New SFRProject Name: B-253 Qty: 1 Truss: A1 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com Typical plate: 2x3 3x4 3x4 5x14-18 4x6pm 5x14-18 3x4 3x4 3x4= 3x5 3x6 3x5 3x4= 3x5 3x5 1-6-0 1-6-0 8-0 8-0 1 6-4-0 6-4-0 5 6-3-0 12-7-0 8 6-3-0 18-10-0 11 6-3-0 25-1-0 14 6-3-0 31-4-0 17 6-4-0 37-8-0 21 1 5-2-12 5-2-12 25 4-2-12 9-5-8 28 9-4-8 18-10-0 36 9-4-8 28-2-8 44 4-2-12 32-5-4 47 5-2-12 37-8-0 21 2 3 4 6 7 9 10 12 13 15 16 18 19 20 2223 24 2627 29 30 31 32 33 3435 3738 39 40 41 42 43 4546 48 4950 37-8-0 452" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 2x4 DFL #1B 28-8 8-36 36-11 36-14 14-44 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 61 0 0.18 1- 2 46 240 0.19 2- 5 85 266 0.32 5- 8 74 193 0.57 8-11 128 308 0.64 11-14 121 308 0.64 14-17 74 193 0.57 17-20 83 266 0.32 20-21 44 240 0.19 21-OH 61 0 0.18 BC 1-22 176 90 0.09 21-50 175 0 0.09 22-25 176 90 0.05 25-27 251 79 0.04 27-28 251 79 0.04 28-30 337 34 0.05 30-32 337 34 0.05 32-34 337 34 0.05 34-36 337 34 0.05 36-38 337 0 0.05 38-40 337 0 0.05 40-42 337 0 0.05 42-44 337 0 0.05 44-45 250 0 0.04 45-47 250 0 0.04 47-50 175 0 0.05 Web 1- 2 19 67 0.17 5-25 28 269 0.05 5-28 140 275 0.09 8-28 67 609 0.40 8-36 138 365 0.10 11-36 25 422 0.14 14-36 140 365 0.10 14-44 64 609 0.40 17-44 142 275 0.09 17-47 26 270 0.05 20-21 19 67 0.17 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 03-05 513 39 37-08-00 28 9-05-08 771 50 37-08-00 36 18-10-00 808 72 37-08-00 44 28-02-08 771 49 37-08-00 21 37-04-11 513 39 37-08-00 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 21 17 0 37-08-00 (reduced) Max Horiz = -118 / +115 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [181000] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes 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. Plates designed for Cq at 0.80 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint(CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.00) 1-22 Vert DL L/120 L/999(-0.00) 1-22 Vert TL L/180 L/999(-0.00) 1-22 Horz LL 0.75in ( 0.01) @Jt21 Horz TL 1.25in ( 0.01) @Jt21 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 8-36 36-11 36-14 Continuous Restraint Bracing Req’d) See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt8(-00-07,00-14), Jnt11(0,00-07), Jnt14(00-07,00-14) Project Name: B-253 Qty: 5 Truss: A2 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com 3x4 4x6 5x8-18 4x6pm 5x8-18 3x4 3x4 3x4 3x5 4x6 4x6 4x6 3x4= 2x3 3x5 6x6= 1-6-0 1-6-0 8-0 8-0 1 6-4-0 6-4-0 3 6-3-0 12-7-0 4 6-3-0 18-10-0 5 6-3-0 25-1-0 6 6-3-0 31-4-0 7 6-4-0 37-8-0 9 1 5-2-12 5-2-12 10 4-2-12 9-5-8 11 9-4-8 18-10-0 13 9-4-8 28-2-8 15 4-2-12 32-5-4 16 5-2-12 37-8-0 9 2 8 12 14 37-8-0 3.5"5-2-12 5.5" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 2x4 DFL #1B 11-4 4-13 13-5 13-6 6-15 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 61 0 0.18 1- 2 594 281 0.21 2- 3 722 275 0.58 3- 4 221 1225 0.54 4- 5 304 1515 0.65 5- 6 297 1547 0.65 6- 7 348 2394 0.63 7- 8 320 2552 0.42 8- 9 258 2325 0.51 9-OH 61 0 0.18 BC 1-10 188 579 0.31 9-16 2184 182 1.00 10-11 339 92 0.39 11-12 1307 47 0.46 12-13 1307 47 0.64 13-14 1904 112 0.67 14-15 1904 112 0.51 15-16 2221 197 0.55 Web 1- 2 63 35 0.11 3-10 276 2088 0.41 3-11 1194 42 0.23 4-11 113 871 0.57 4-13 293 269 0.07 5-13 757 131 0.17 6-13 200 1030 0.29 6-15 420 22 0.06 7-15 112 313 0.10 7-16 48 137 0.02 8- 9 42 268 0.48 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 399 263 03-08 00-07 DFL 625 10 5-02-12 2133 0 05-08 02-02 DFL 667 9 37-05-04 1779 1 05-08 01-14 DFL 625 Max Horiz = -118 / +115 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [181000] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Plates designed for Cq at 0.80 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint(CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.21) 13-15 Vert DL L/120 L/999(-0.19) 13-15 Vert TL L/180 L/935(-0.41) 13-15 Horz LL 0.75in ( 0.07) @Jt 9 Horz TL 1.25in ( 0.12) @Jt 9 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 4-13 13- 6 Continuous Restraint Bracing Req’d) See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt4(-00-07,00-14), Jnt5(-00-02,00-04), Jnt6(00-07,00-14), Jnt12(0,00-04), Jnt14(0,00-04), Jnt9(-00-05,00-01) Project Name: B-253 Qty: 3 Truss: A3 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com 3x4 4x6 5x8 4x6pm 5x8-18 3x4 3x4 3x4 3x5 4x6 4x6 4x6 3x4= 2x3 3x5 6x6= 1-6-0 8-0 8-0 1 6-4-0 6-4-0 3 6-3-0 12-7-0 4 6-3-0 18-10-0 5 6-3-0 25-1-0 6 6-3-0 31-4-0 7 6-4-0 37-8-0 9 1 5-2-12 5-2-12 10 4-2-12 9-5-8 11 9-4-8 18-10-0 13 9-4-8 28-2-8 15 4-2-12 32-5-4 16 5-2-12 37-8-0 9 2 8 12 14 37-8-0 3.5"5-2-12 5.5" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 2x4 DFL #1B 11-4 4-13 13-5 13-6 6-15 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 61 0 0.18 1- 2 594 283 0.21 2- 3 722 277 0.57 3- 4 220 1179 0.52 4- 5 305 1524 0.61 5- 6 298 1557 0.65 6- 7 358 2421 0.62 7- 8 340 2604 0.38 8- 9 285 2389 0.45 BC 1-10 190 578 0.30 9-16 2235 242 0.91 10-11 341 98 0.39 11-12 1257 86 0.46 12-13 1257 86 0.64 13-14 1919 155 0.67 14-15 1919 155 0.51 15-16 2265 253 0.55 Web 1- 2 63 35 0.11 3-10 282 2088 0.41 3-11 1195 46 0.23 4-11 116 871 0.57 4-13 292 256 0.07 5-13 763 132 0.17 6-13 203 1039 0.30 6-15 439 30 0.06 7-15 126 345 0.11 7-16 39 118 0.02 8- 9 36 255 0.46 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 400 262 03-08 00-07 DFL 625 10 5-02-12 2129 0 05-08 02-02 DFL 667 9 37-05-04 1637 0 05-08 01-12 DFL 625 Max Horiz = -110 / +122 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [181000] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Plates designed for Cq at 0.80 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint(CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.21) 13-15 Vert DL L/120 L/999(-0.19) 13-15 Vert TL L/180 L/939(-0.41) 13-15 Horz LL 0.75in ( 0.07) @Jt 9 Horz TL 1.25in ( 0.11) @Jt 9 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 4-13 13- 6 Continuous Restraint Bracing Req’d) See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt4(-00-07,00-14), Jnt5(00-01,00-06), Jnt6(00-07,00-14), Jnt12(0,00-04), Jnt14(0,00-04) Project Name: B-253 Qty: 6 Truss: A4 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com 3x4 5x6 3x5 3x5 3x4 4x6 5x8-18 3x4 3x4 3x4 5x8 4x6 4x6 6x8 3x4= 4x6 2x3 3x5 6x6= 1-6-0 8-0 8-0 1 5-2-12 5-2-12 3 2-2-12 7-5-8 4 6-8-4 14-1-12 6 4-8-4 18-10-0 7 6-3-0 25-1-0 8 6-3-0 31-4-0 9 6-4-0 37-8-0 11 1 5-2-12 5-2-12 12 2-2-12 7-5-8 13 2-0-0 9-5-8 14 8-0-8 17-6-0 15 2-0-0 19-6-0 16 5-7-0 25-1-0 17 6-3-0 31-4-0 19 6-4-0 37-8-0 11 2 5 10 18 37-8-0 3.5"5-2-12 5.5" 6/12 -6/12 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 2x4 DFL #1B 14-6 15-7 7-16 16-8 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 61 0 0.18 1- 2 754 70 0.28 2- 3 854 65 0.43 3- 4 120 448 0.34 4- 5 225 1182 0.39 5- 6 230 979 0.45 6- 7 326 1599 0.44 7- 8 311 1571 0.66 8- 9 325 2205 0.62 9-10 338 2607 0.41 10-11 281 2377 0.48 BC 1-12 102 729 0.31 11-19 2235 239 0.85 12-13 102 727 0.20 13-14 414 61 0.18 14-15 1394 80 0.51 15-16 1353 14 0.21 16-17 1884 138 0.35 17-18 2235 239 0.42 18-19 2235 239 0.44 Web 1- 2 76 0 0.12 3-12 295 2121 0.34 3-13 1732 197 0.33 4-13 172 1539 0.39 4-14 981 17 0.19 6-14 91 800 0.63 6-15 203 339 0.25 7-15 861 58 0.12 7-16 300 104 0.04 8-16 182 1068 0.27 8-17 349 0 0.06 9-17 116 478 0.34 9-19 167 3 0.03 10-11 37 271 0.49 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 240 365 03-08 00-04 DFL 625 12 5-02-12 2346 0 05-08 02-05 DFL 667 11 37-05-04 1616 0 05-08 01-12 DFL 625 Max Horiz = -110 / +122 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [181000] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Plates designed for Cq at 0.80 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. Continuous Lateral Restraint(CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.18) 14-15 Vert DL L/120 L/999(-0.19) 14-15 Vert TL L/180 L/999(-0.38) 14-15 Horz LL 0.75in ( 0.10) @Jt11 Horz TL 1.25in ( 0.16) @Jt11 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 7-16 16- 8 Continuous Restraint Bracing Req’d) See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt8(00-07,00-14), Jnt13(0,00-02), Jnt14(0,-00-08), Jnt15(0,-00-08), Jnt16(00-08,01-00), Jnt18(0,00-04) Project Name: B-253 Qty: 7 Truss: A5 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com 3x4 3x4 5x8-18 4x4 3x4 3x4 2x3 3x4= 3x5 4x6 3x5 2x3 5x6 1-6-0 8-0 1 6-4-0 6-4-0 3 6-3-0 12-7-0 4 6-3-0 18-10-0 5 5-7-0 24-5-0 6 5-7-0 30-0-0 7 1 6-4-0 6-4-0 8 6-3-0 12-7-0 9 6-3-0 18-10-0 11 5-7-0 24-5-0 12 5-7-0 30-0-0 13 2 10 30-0-0 5.5"5.5" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 2x4 DFL #1B 4-11 11-5 11-6 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 61 0 0.18 1- 2 244 2181 0.51 2- 3 308 2411 0.43 3- 4 306 2020 0.58 4- 5 281 1354 0.60 5- 6 277 1301 0.52 6- 7 211 1179 0.50 7-OH 5 0 0.00 BC 1- 8 2056 211 0.88 8- 9 2056 211 0.43 9-10 1718 121 0.35 10-11 1718 121 0.29 11-12 981 33 0.22 12-13 56 52 0.13 13-OH 0 0 0.00 Web 1- 2 44 270 0.49 3- 8 166 11 0.03 3- 9 102 448 0.32 4- 9 344 0 0.06 4-11 182 1011 0.29 5-11 619 125 0.16 6-11 324 116 0.04 6-12 125 679 0.51 7-12 1250 114 0.24 7-13 205 1455 0.41 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 02-12 1677 0 05-08 01-13 DFL 625 13 29-10-04 1491 0 05-08 01-09 DFL 625 Max Horiz = -105 / +158 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [181000] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Plates designed for Cq at 0.80 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. Continuous Lateral Restraint(CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.17) 8- 9 Vert DL L/120 L/999(-0.13) 8- 9 Vert TL L/180 L/999(-0.29) 8- 9 Horz LL 0.75in ( 0.04) @Jt13 Horz TL 1.25in ( 0.06) @Jt13 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 4-11 11- 6 Continuous Restraint Bracing Req’d) See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt4(-00-07,00-14), Jnt5(0,01-01) Project Name: B-253 Qty: 10 Truss: A6 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com 3x4 5x14-18 4x6pm 3x4 3x4 2x3 3x4= 5x6= 3x4= 2x3 1-6-0 1 7-4-2 7-4-2 2 6-5-14 13-10-0 3 6-5-14 20-3-14 4 4-8-2 25-0-0 5 6 7-4-2 7-4-2 7 6-5-14 13-10-0 8 6-5-14 20-3-14 9 4-8-2 25-0-0 10 25-0-0 5.5"5.5" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 2x4 DFL #1B 1-7 2-8 8-3 8-4 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 67 0 0.23 1- 2 183 1320 0.66 2- 3 227 1046 0.68 3- 4 217 1011 0.65 4- 5 154 904 0.54 5-OH 5 0 0.00 BC OH- 6 0 0 0.00 6- 7 170 193 0.27 7- 8 1081 94 0.33 8- 9 769 65 0.23 9-10 37 36 0.13 10-OH 0 0 0.00 Web 1- 6 253 1383 0.22 1- 7 1164 109 0.16 2- 7 111 323 0.21 2- 8 102 470 0.13 3- 8 319 60 0.07 4- 8 236 117 0.03 4- 9 125 634 0.41 5- 9 1059 101 0.20 5-10 166 1221 0.35 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 6 01-12 1430 22 05-08 01-08 DFL 625 10 24-10-04 1248 2 05-08 01-05 DFL 625 Max Horiz = -194 / +218 at Joint 6 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [131000] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Plates designed for Cq at 0.80 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint(CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.08) 6- 7 Vert DL L/120 L/999(-0.09) 6- 7 Vert TL L/180 L/999(-0.17) 6- 7 Horz LL 0.75in ( 0.01) @Jt10 Horz TL 1.25in ( 0.02) @Jt10 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 2- 8 8- 4 Continuous Restraint Bracing Req’d) See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-07,00-14), Jnt3(-00-01,00-14), Jnt8(0,-01-00) Project Name: B-253 Qty: 1 Truss: A7 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com Typical plate: 2x3 3x4= 5x14-18 4x6pm 3x4 3x4= 3x4= 5x6= 3x4= 1-6-0 1 7-4-2 7-4-2 5 6-5-14 13-10-0 8 6-5-14 20-3-14 11 4-8-2 25-0-0 14 15 7-4-2 7-4-2 20 6-5-14 13-10-0 26 6-5-14 20-3-14 32 4-8-2 25-0-0 36 2 3 4 6 7 9 10 12 13 1617 18 19 21 2223 2425 2728 2930 31 33 34 35 25-0-0 300" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 2x4 DFL #1B 1-20 5-26 26-8 26-11 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 67 0 0.23 1- 5 41 278 0.68 5- 8 108 251 0.69 8-11 111 249 0.65 11-14 41 187 0.55 14-OH 5 0 0.00 BC OH-15 0 0 0.00 15-17 169 193 0.02 17-19 169 193 0.02 19-20 169 193 0.02 20-22 152 102 0.03 22-24 152 102 0.03 24-26 152 102 0.03 26-28 128 44 0.02 28-30 128 44 0.02 30-32 128 44 0.02 32-34 37 36 0.02 34-36 37 36 0.02 36-OH 0 0 0.00 Web 1-15 134 537 0.08 1-20 159 51 0.03 5-20 120 657 0.43 5-26 95 161 0.04 8-26 63 465 0.16 11-26 95 120 0.03 11-32 89 609 0.12 14-32 178 11 0.03 14-36 20 295 0.08 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 15 01-12 553 30 25-00-00 20 7-04-02 632 39 25-00-00 26 13-10-00 658 75 25-00-00 32 20-03-14 520 33 25-00-00 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 15- 36 10 0 25-00-00 (reduced) Max Horiz = -194 / +218 at Joint 15 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [131000] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes 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. Plates designed for Cq at 0.80 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint(CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.00) 15-17 Vert DL L/120 L/999(-0.00) 15-17 Vert TL L/180 L/999(-0.00) 15-17 Horz LL 0.75in ( 0.00) @Jt36 Horz TL 1.25in ( 0.00) @Jt36 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-26 26- 8 26-11 32-11 Continuous Restraint Bracing Req’d) See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt5(-00-07,00-14), Jnt8(00-01,00-15), Jnt26(0,-01-00) Project Name: B-253 Qty: 1 Truss: A8 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com Typical plate: 2x3 3x4 3x5 1-6-0 8-0 1 3-5-8 4 2-0-0 5-5-8 5 1 3-5-8 7 2-0-0 5-5-8 8 2 3 6 5-5-8 65.5" 6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Member Forces Summary ...Mem... Ten Comp .CSI. TC 1- 5 61 0 0.18 BC 1- 8 0 0 0.03 Web 1- 2 2 27 0.05 2- 3 4 9 0.02 4- 7 120 208 0.02 5- 8 32 69 0.01 Reaction Summary Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 8 125 9 5-05-08 Max Horiz = +0 / +81 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [50508] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes 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. Plates designed for Cq at 0.80 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.00) 7- 8 Vert DL L/120 L/999(-0.00) 7- 8 Vert TL L/180 L/999(-0.00) 7- 8 Horz LL 0.75in ( 0.01) @Jt 1 Horz TL 1.25in ( 0.02) @Jt 1 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Project Name: B-253 Qty: 1 Truss: B1 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com Typical plate: 2x3 3x4 3x4= 3x4 3x5 3x5 3x5 1-6-0 1-6-0 8-0 8-0 1 3-0-0 3 2-0-0 4 2-0-0 5 2-0-0 6 2-0-0 11-0-0 7 2-0-0 8 2-0-0 9 2-0-0 10 2-0-0 11 3-0-0 22-0-0 13 1 3-0-0 14 2-0-0 15 2-0-0 16 2-0-0 17 2-0-0 11-0-0 18 2-0-0 19 2-0-0 20 2-0-0 21 2-0-0 22 3-0-0 22-0-0 13 2 12 22-0-0 264" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Member Forces Summary ...Mem... Ten Comp .CSI. TC 1- 7 61 0 0.18 7-13 61 0 0.18 BC 1-18 104 49 0.03 13-18 103 48 0.03 Web 1- 2 4 18 0.05 3-14 58 169 0.02 4-15 58 222 0.03 5-16 60 260 0.06 6-17 56 280 0.10 7-18 0 170 0.09 8-19 56 279 0.10 9-20 59 260 0.06 10-21 57 222 0.03 11-22 59 168 0.02 12-13 2 18 0.05 Reaction Summary Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 13 112 2 22-00-00 Max Horiz = -69 / +66 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [110000] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes 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. Plates designed for Cq at 0.80 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.00) 1-14 Vert DL L/120 L/999(-0.00) 1-14 Vert TL L/180 L/999(-0.00) 1-14 Horz LL 0.75in ( 0.01) @Jt13 Horz TL 1.25in ( 0.02) @Jt13 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt18(0,-01-00) Project Name: B-253 Qty: 1 Truss: B2 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com Typical plate: 2x3 3x4 3x5 4x6 4x6pm 3x4 5x8 3x4 3x4= 3x5 4x6 3x5 3x4= 3x5 5x6= 1-6-0 1-6-0 8-0 8-0 1 5-9-5 5-9-5 5 5-9-5 11-6-10 9 5-7-6 17-2-0 12 5-7-6 22-9-6 15 5-9-5 28-6-11 18 5-9-5 34-4-0 22 1 8-7-8 8-7-8 29 8-6-8 17-2-0 35 8-6-8 25-8-8 40 8-7-8 34-4-0 22 2 3 4 6 7 8 10 11 13 14 16 17 19 20 21 23 24 2526 2728 30 31 32 33 34 36 37 38 39 41 42 43 34-4-0 148"3.5" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 2x4 DFL #1B 9-35 35-12 35-15 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 61 0 0.18 1- 2 395 68 0.17 2- 5 483 65 0.45 5- 8 694 44 0.46 8- 9 747 27 0.65 9-12 208 812 0.49 12-15 201 900 0.50 15-18 238 1675 0.50 18-21 253 1922 0.29 21-22 195 1756 0.39 22-OH 61 0 0.18 BC 1-23 100 384 0.17 22-40 1637 128 0.57 23-25 100 384 0.04 25-27 100 384 0.01 27-29 100 384 0.01 29-30 287 31 0.04 30-32 287 31 0.10 32-35 287 31 0.26 35-38 1266 32 0.31 38-40 1266 32 0.39 Web 1- 2 28 38 0.11 5-29 152 457 0.13 9-29 263 1753 0.33 9-35 787 4 0.11 12-35 241 62 0.06 15-35 180 919 0.81 15-40 395 10 0.07 18-40 131 353 0.10 21-22 42 206 0.37 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 22 34-02-04 1386 4 03-08 01-08 DFL 625 1 03-05 385 176 12-04-00 29 8-07-08 1956 50 12-04-00 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 32 7 0 12-04-00 (reduced) Max Horiz = -108 / +105 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [170200] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes 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. Plates designed for Cq at 0.80 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint(CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.12) 35-40 Vert DL L/120 L/999(-0.14) 35-40 Vert TL L/180 L/999(-0.26) 35-40 Horz LL 0.75in ( 0.05) @Jt22 Horz TL 1.25in ( 0.07) @Jt22 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 29- 9 Continuous Restraint Bracing Req’d) See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt18(00-07,00-14) Project Name: B-253 Qty: 6 Truss: B3 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com 3x4 2x3 3x5 3x4 4x6 3x4 3x5 2x3 3x4 3x4= 3x10-18 4x6 3x10-18 3x4= 6x6=6x6= 1-6-0 1-6-0 8-0 8-0 1 5-9-5 5-9-5 3 5-9-5 11-6-10 5 5-7-6 17-2-0 6 5-7-6 22-9-6 7 5-9-5 28-6-11 9 5-9-5 34-4-0 11 1 8-7-8 8-7-8 12 8-6-8 17-2-0 14 8-6-8 25-8-8 16 8-7-8 34-4-0 11 2 4 8 10 13 15 34-4-0 3.5"3.5" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 2x4 DFL #1B 5-14 14-6 14-7 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 61 0 0.18 1- 2 311 2570 0.57 2- 3 385 2834 0.50 3- 4 368 2601 0.39 4- 5 374 2433 0.52 5- 6 345 1949 0.52 6- 7 338 1948 0.52 7- 8 367 2432 0.52 8- 9 362 2600 0.39 9-10 378 2833 0.50 10-11 305 2568 0.57 11-OH 61 0 0.18 BC 1-12 2433 235 0.87 11-16 2432 235 0.87 12-13 2121 151 0.52 13-14 2121 151 0.64 14-15 2120 151 0.64 15-16 2120 151 0.52 Web 1- 2 56 305 0.53 3-12 121 311 0.09 5-12 341 2 0.06 5-14 174 878 0.77 6-14 1211 185 0.19 7-14 175 878 0.77 7-16 341 2 0.06 9-16 121 311 0.09 10-11 56 305 0.54 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 1855 0 03-08 02-00 DFL 625 11 34-02-04 1854 0 03-08 02-00 DFL 625 Max Horiz = -108 / +105 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [170200] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Plates designed for Cq at 0.80 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.30) 14-16 Vert DL L/120 L/999(-0.22) 14-16 Vert TL L/180 L/781(-0.52) 14-16 Horz LL 0.75in ( 0.11) @Jt11 Horz TL 1.25in ( 0.17) @Jt11 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Project Name: B-253 Qty: 4 Truss: B4 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com 3x4 2x3 3x5 3x4 4x6 3x4 3x5 2x3 3x4 3x4= 3x10-18 4x6 3x10-18 3x4= 6x6=6x6= 1-6-0 8-0 8-0 1 5-9-5 5-9-5 3 5-9-5 11-6-10 5 5-7-6 17-2-0 6 5-7-6 22-9-6 7 5-9-5 28-6-11 9 5-9-5 34-4-0 11 1 8-7-8 8-7-8 12 8-6-8 17-2-0 14 8-6-8 25-8-8 16 8-7-8 34-4-0 11 2 4 8 10 13 15 34-4-0 3.5"4" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 2x4 DFL #1B 5-14 14-6 14-7 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 61 0 0.18 1- 2 314 2575 0.57 2- 3 388 2840 0.50 3- 4 372 2607 0.39 4- 5 377 2439 0.52 5- 6 348 1955 0.52 6- 7 341 1953 0.52 7- 8 379 2454 0.51 8- 9 374 2622 0.38 9-10 392 2859 0.47 10-11 328 2609 0.52 BC 1-12 2438 276 0.88 11-16 2461 290 0.84 12-13 2127 193 0.52 13-14 2127 193 0.63 14-15 2131 196 0.63 15-16 2131 196 0.51 Web 1- 2 57 306 0.54 3-12 121 311 0.09 5-12 341 2 0.06 5-14 174 878 0.77 6-14 1215 187 0.20 7-14 179 886 0.78 7-16 361 12 0.07 9-16 130 328 0.09 10-11 47 291 0.52 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 1858 0 03-08 02-00 DFL 625 11 34-02-00 1713 0 04-00 01-13 DFL 625 Max Horiz = -100 / +112 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [170200] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Plates designed for Cq at 0.80 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.30) 12-14 Vert DL L/120 L/999(-0.22) 12-14 Vert TL L/180 L/779(-0.52) 12-14 Horz LL 0.75in ( 0.10) @Jt11 Horz TL 1.25in ( 0.16) @Jt11 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Project Name: B-253 Qty: 1 Truss: B5 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com Typical plate: 2x3 3x4 3x4= 3x4 3x5 3x5 1-6-0 1-6-0 8-0 8-0 1 4-4-0 4-4-0 4 4-4-0 8-8-0 7 1 4-4-0 4-4-0 9 4-4-0 8-8-0 7 2 3 5 6 8 10 8-8-0 3.5"3.5" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 94 0 0.29 1- 2 83 417 0.18 2- 4 107 408 0.18 4- 6 97 408 0.18 6- 7 74 417 0.18 7-OH 94 0 0.29 BC 1- 9 310 0 0.13 7- 9 310 0 0.13 Web 1- 2 13 54 0.13 4- 9 134 0 0.02 6- 7 12 54 0.13 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 758 47 03-08 00-13 DFL 625 7 8-06-04 758 45 03-08 00-13 DFL 625 Max Horiz = -21 / +18 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [40400] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes 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. Plates designed for Cq at 0.80 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.01) 1- 9 Vert DL L/120 L/999(-0.01) 1- 9 Vert TL L/180 L/999(-0.02) 1- 9 Horz LL 0.75in ( 0.01) @Jt 1 Horz TL 1.25in ( 0.02) @Jt 1 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Project Name: B-253 Qty: 2 Truss: B6 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com 3x4 3x4= 3x4 2x3 3x5 3x5 1-6-0 1-6-0 8-0 8-0 1 4-4-0 4-4-0 3 4-4-0 8-8-0 5 1 4-4-0 4-4-0 6 4-4-0 8-8-0 5 2 4 8-8-0 3.5"3.5" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 94 0 0.29 1- 2 83 417 0.18 2- 3 107 408 0.18 3- 4 97 408 0.18 4- 5 74 417 0.18 5-OH 94 0 0.29 BC 1- 6 310 0 0.13 5- 6 310 0 0.13 Web 1- 2 13 54 0.13 3- 6 134 0 0.02 4- 5 12 54 0.13 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 758 47 03-08 00-13 DFL 625 5 8-06-04 758 45 03-08 00-13 DFL 625 Max Horiz = -21 / +18 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [40400] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Plates designed for Cq at 0.80 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.01) 1- 6 Vert DL L/120 L/999(-0.01) 1- 6 Vert TL L/180 L/999(-0.02) 1- 6 Horz LL 0.75in ( 0.01) @Jt 1 Horz TL 1.25in ( 0.02) @Jt 1 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Project Name: B-253 Qty: 1 Truss: V1 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com Typical plate: 2x3 3x4 3x4= 3x4 3x5 1-6 1-6 1 5-1-8 2 2-0-0 3 2-0-0 9-1-8 4 2-0-0 5 2-0-0 6 5-1-8 18-3-0 7 1 5-1-8 9 2-0-0 10 2-0-0 9-1-8 11 2-0-0 12 2-0-0 13 5-1-8 18-3-0 7 8 14 18-0-3 2-13 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Member Forces Summary ...Mem... Ten Comp .CSI. TC 1- 2 73 115 0.19 2- 3 57 125 0.18 3- 4 83 104 0.05 4- 5 76 99 0.05 5- 6 50 121 0.18 6- 7 77 111 0.19 BC 1- 8 55 27 0.14 7-14 55 26 0.14 8- 9 55 27 0.06 9-10 55 27 0.02 10-11 55 26 0.02 11-12 55 26 0.02 12-13 55 26 0.02 13-14 55 26 0.07 Web 2- 9 107 443 0.05 3-10 40 212 0.03 4-11 0 132 0.03 5-12 40 210 0.03 6-13 107 446 0.05 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 5-01-08 454 41 18-00-03 13 13-01-08 454 41 18-00-03 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 7 49 0 18-00-03 (reduced) Max Horiz = -50 / +42 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [90108] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Valley Truss application only 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. Plates designed for Cq at 0.80 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.01) 14- 7 Vert DL L/120 L/999(-0.00) 14- 7 Vert TL L/180 L/999(-0.01) 14- 7 Horz LL 0.75in ( 0.00) @Jt 1 Horz TL 1.25in ( 0.01) @Jt 1 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt11(0,-01-00) Project Name: B-253 Qty: 1 Truss: V2 Customer: CODY BARNES Truss Mfr. Contact: Taylor Kerbs SID: TID: Date:05/22/18 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. C:\SST\Local\RG_Files\l...Component Solutions Truss Studio V 2017.7.1.21 Helpdesk: 1-866-252-8606 CSHelp@strongtie.com 3x4 4x4 3x4 2x3 1-6 1-6 1 7-1-8 7-1-8 2 7-1-8 14-3-0 3 1 7-1-8 7-1-8 6 7-1-8 14-3-0 3 4 5 7 8 14-0-3 168.205" 6/12 -6/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: IRC-2012/TPI-2007 PSF Live Dead Dur Factors TC 35.0 7.5 Live Wind Snow BC 0.0 7.5 Lum 1.15 1.60 1.15 Total 50.0 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: 20% Creep (Kcr) = 1.5 -----------Snow Load Specs----------- ASCE7-10 Roof Snow (Pf) = 35.0 psf Risk Cat: II Terrain Cat: B Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads : Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 110 mph Risk Cat: II Exposure Cat: B Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H (h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL (psf) : TC = 4.5 BC = 4.5 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW -------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 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Member Forces Summary ...Mem... Ten Comp .CSI. TC 1- 2 84 326 0.60 2- 3 76 326 0.60 BC 1- 4 139 0 0.52 3- 8 140 0 0.52 4- 5 139 0 0.23 5- 6 139 0 0.04 6- 7 140 0 0.04 7- 8 140 0 0.23 Web 2- 6 91 368 0.06 Reaction Summary ------------- Reaction Summary (Lbs) -------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 6 7-01-08 419 35 14-00-03 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 3 70 2 14-00-03 (reduced) Max Horiz = -37 / +28 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [70108] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Valley Truss application only Plates designed for Cq at 0.80 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.03) 1- 4 Vert DL L/120 L/999(-0.01) 1- 4 Vert TL L/180 L/999(-0.03) 1- 4 Horz LL 0.75in ( 0.02) @Jt 1 Horz TL 1.25in ( 0.02) @Jt 1 Bracing Data Summary ------------ Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt1(00-02,-00-04), Jnt2(0,01-01), Jnt3(-00-02,-00-04)