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HomeMy WebLinkAboutTruss Job Name: CIUPERGER Truss ID: H13A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 103.46 Tc FORCE Attr, END CST ID scawe UPLIFT REACTIONS) THIS DESIGN.IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -25 0.00 0.15 0.15 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: z-3 99 0.01 0.15 0.16 1 -sP 1 -456 lb -411 lb Loaded for 10 PSF non-concurrent BCLL, max O.C. from to 3-4 -1391 0.27 0.16 0.40 1 sP- 2 -562 lb -495 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 22- 1- 8 4-5 -1966 0.39 0.16 0.53 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 22- 1- 8 5-6 -2045 0.41 0.20 0.62 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1349 0.27 0.27 0.51 1 BC 1 20TC20 50 Extensions above or below'the truss profile 7-8 -1529 0.31 0.27 0.50 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -880 0.17 0.43 0.59 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -1124 0.10 0.80 0.80 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 1- 2-12 3.50" 1045 403 10-11 -423 0.09 0.53 0.61 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22- 0- 2 2.75" 950 403 11-12 -619 0.12 0.18 0.29 1 Truss Location Not End Zone otherwise unsupported wall may create a 12-13 -589 0.12 0.22 0.33 1 Exp Category = B hinge effect that requires additional design 13-14 -403 0.06 0.28 0.36 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 14-15 -253 0.05 0.30 0.35 1 Mean roof height = 14.06 ft, mph = 160 20 psf bottom chord live load NOT required 15-16 -250 0.05 0.68 0.73 1 -sP Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for 16-17 0 0.00 0.68 0.68 1 9P- Designed as Main Wind Force Resisting System attics with limited storage. - Low-rise and Components and Cladding BC FORCE AXL BND a01 ID SCRwe Tributary Area = 44 sgft 18-19 0 0.00 0.22 0.22 1 19-20 -403 0.00 0.37 0.48 1 -SP 20-21 997 0.16 0.37 0.52 1 SF-9P DEFLECTION LOC. ALLOW. LC 21-22 44 0.00 0.37 0.36 1 sP- Vert TL: -0.23" (L/999) 9-10 L/180 46 22-36 64 0.00 0.11 0.11 1 -sP - Vert LL: -0.11" (L/999) 9-10 L/240 46 36-23 352 0.06 0.52 0.58 1 SP-SP HOrz TL: 0.10" 23-24 1780 0.29 0.18 0.47 1 3S- 09 Cantilever z4-zs 2335 o.zz o.1e o.40 1 1-2-12 `�' '' `" `P 3-6-1 .� 3-4-10 ^,�, c�'o 3-3-6 m 3-1-11 �P m Vert TL: 0.09" (L/163) 18-19 L/ 90 46 25-26 1317 0.22 0.21 0.42 1 t; �r �, � ti d7 ' Vert LL: 0.05" (L/277) 18-19 L/120 46 26-27 Sao 0.12 0.25 0.37 1 1-2-12 -+ N a 7-10-1 m 11 4 5 m 14-9-12 m r 18-4-12 N 27-28 921 0.15 0.21 0.36 1 15-1-0 7-0-8 - Joint Locations 28-29 628 0.10 0.21 0.31 1 1 2 3 5 6 8 012 13 15 16 1 0- 0- 0 21 1- 7- 1 2 1- 2-12 22 4- 4- 0 29-31 439 0.05 0.63 0.63 1 4 9 11 14 17 3 2- 8- 9 23 4- 4- 0 30-32 455 0.04 0.40 0.43 1 4 2- 9-14 24 4- 6- 0 31-32 455 0.04 0.40 0.43 1 03-19 6,00 32-38 244 0.04 0.26 0.29 1 5 4- 4- 0 25 8- 1- 3 38-33 -64 0.01 0.26 0.26 1 6 7-10- 1 26 8- 3- 7 33-34 -107 0.01 0.50 0.50 1 7 7-11-11 27 11-11- 9 34-35 0 0.00 0.50 0.52 1 8 11- 4- 5 28 12- 1-14 9 11- 6- 5 29 15-10- 0 WEB FORCE CST ID 9CRws 10 14- 9-12 30 16- 0- 5 23-37 167 0.52 1 11 15- 1- 0 31 19- 9- 8 37-5 -247 0.19 1 112 15- 3- 1 32 19-11-12 32-39 629 0.15 1 13 18- 2- 6 33 19-11-12 39-15 -267 1.02 1 14 18- 4-12 34 21-11- 2 1-18 -57 0.01 1 7-11-8 7 -87-11-8 15 19-11-12 35 22- 1- 8 2-19 160 0.03 1 16 21-10- 4 36 4- 4- 0 3-20 -1573 0.60 1 Is-Is 17 22- 1- 8 37 4- 4- 0 21-36 1060 0.62 1 SP-SF 18 0- 0- 0 38 19-11-12 4-37 806 0.13 1 19 1- 2-12 39 19-11-12 6-24 613 0.92 1 20 1- 4-14 7-25 -450 0.39 1 S �Q 8-26 637 0.3e 1 P'S 1S 9-27 -677 0.43 1 SD-5_0 t!' 10-29 790 0.64 1 12-29 -461 0.52 1 13-30 610 0.44 1 1-1-0 B1 B2 14-31 -748 0.87 1 W:308 W:212 16-39 930 0.65 1 SP-SP R:1045 11:950 34-38 546 0.10 1 17-35 -922 0.71 1 4_�156 I 12-2-12 U:-562 1 23 26 22-1t%,&22 30 32 S "18 1921 2224 25 27 29 3M3 3 1-2-12 mI m 3-7-4 - 3-8-2 I� 3-8-2 0 3-9-3 1-2- � N1" 8-1-3 elm 11-17-9 mlr�l 15-10-0 19-9-8 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:3/16"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Tntss design on this sheet is only valid with A'UTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Bulidg Spec: IRC-2016 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:11: 2 TOTAL 45.00 psf Seqn S8,1.0 - 7030 Job Name: CIUPERGER Truss ID: H13B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 152.93 Tc FORCE AXL END C51 Iv SCRws UPLIFT REACTION(S). THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.27 0.27 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -105 0.02 0.61 0.61 1 1 -200 lb -189 lb Loaded for 10 PSF non-concurrent BCLL. max 0.a. from to 3-4 -105 0.02 0.38 0.40 1 2 -868 lb -765 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 33- 7- 2 4-5 55 0.01 0.39 0.39 I 3 -358 lb -340 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 33- 6- 4 5-6 55 0.01 0.36 0.36 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 311 O.OS 0.36 0.40 1 TC 1 20TC20 50 End verticals are designed for axial loads 7-9 311 0.03 0.72 0.72 1 BC 1 20TC20 50 only unless noted otherwise. REACTIONS 9-10 -204 0.04 0.55 0.59 1 WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 10-11 -306 0.03 0.43 0.43 1 This truss is designed using the (if any) have been designed for loads 1 0- 1- 6 2.75" 355 -385 11-22 -437 0.07 0.24 0.30 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 11-11- 1 4.94" 1849 0 12-13 -231 0.05 0.49 0.53 1 Bldg Enclosed = Yes, the end of the extensions have not been 3 33- 3- 8 5.50" 896 -385 13-14 -856 0.06 1.01 1.01 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 14-15 -863 0.16 0.41 0.55 1 Exp Category = B otherwise unsupported wall may create a 15-16 -989 0.20 0.29 0.46 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 16-17 -113e 0.06 0.51 0.51 I Mean roof height = 14.06 ft, mph = 160 consideration (by others). 17-18 -1043 0.21 0.27 0.46 1 -BP Occupancy Category II, Wind Dead Load = 7.20 ps£0 psf bottom chord live load NOT required 18-19 51 0.01 0.26 0.28 1 SF- Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for - Low-rise and Components and Cladding attics with limited storage. BC FORCE n Brno cS1 ID saxws Tributary Area = 67 sqft 20-21 385 0.00 0.25 0.25 1 DEFLECTION LOC. ALLOW. LC 21-22 386 0.01 0.21 0.22 1 22-23 386 0.01 0.34 0.34 1 Vert TL: -0. 9" (L/999) 13-14 L/180 41 23-24 370 0.00 0.1E 0.15 1 Vert LL: -0.09" (L/999) 13-14 L/240 41 24-25 370 0.01 0.30 0.39 1 HOrz TL: 0.05" 25-26 464 0.06 0.68 0.73 1 26-28 464 0.06 0.60 0.73 1 == Joint Locations =- 28-29 313 0.02 0.62 0.62 1 1 0- 0- 0 20 0- 0- 0 29-30 313 0.04 0.43 0.46 1 m _ N Ir7 I� m_ �yT. N 2 0- 3- 4 21 3- 9- 7 30-31 447 0.05 0.43 0.47 1 0-3-4 ,3-8-7 .`- �TCI1 �O r+�� 3 3-11-11 22 3-11-11 31-32 683 0.09 0.43 0.51 1 ��� ' `I � N f� N t'�l 4 4- 1-15 23 7- 9- 2 0-3-4 3-11-11 e dr m fi v m 'h M r Fi h 32-33 720 0.06 0.20 0.27 1 5 7-11- 6 24 7-11- 6 33-34 958 0.16 0.71 0.71 1 19-6-4 14-0-0 6 6- 1-10 25 11- 8-13 34-35 964 0.12 0.36 0.48 1 �1 3 5 7 8 10 1113 14 15 17 19 7 11-11- 1 26 11-11- 1 " 35-36 811 0.10 0.82 0.91 1 -SP 2 4 6 9 12 6 18 8 15- 6- 5 27 12- 1- 5 36-37 0 0.00 0.02 0.02 1 SP- 9 15- 8-12 23 12- 3-12 6.00 10 15-11- 2 29 17- 1- 8 WEH FORCE CSI I0 SOME 11 19- 4- 2 30 17- 3-14 1-20 -329 0.47 1 . 12 19- 6- 4 31 22- 6- 5 2-21 256 0.57 1 13 19- 9- 7 32 22- 8-11 3-22 155 0.49 1 14 23- 4- 4 33 22-10-12 4-23 -292 0.50 1 15 27- 4- 0 34 27-11-12 5-24 315 0.45 1 16 27- 6- 4 35 28- 1- 7 6-25 647 0.67 1 17 31- 4-12 36 33- 3- 4 7-26 -210 0.73 1 7-11-8 1 V7-9�-8 7-11-8 18 31- 6- 4 37 33- 6- 4 8-27 -532 0.99 1 SNIP 19 33- 6- 4 9-28 -532 0.89 1 10-29 715 0.57 1 11-30 -610 0.93 1 13-31 709 0.70 1 L\Nlll\l/ IO-11 :t 14-32 -339 0.80 1 15-33 -326 0.77 1 16-34 155 0.04 1 B1 B2 B3 17-35 200 0.03 1 W:212 11-11-1 W:415 W:508 18-36-1157 0.62 1 SP-SP 11:355 R:1849 R:896 19-37 32 0.01 1 U:-200 U:-868 U:-358 22 24 2A2R 33-6-44n '42 35 37 20 21 23 2527 29 3143 34 36 3-9-7 I m t�4-9-12 I`r 5-2-7 5-1-0 t 64-13 IV 3-9-7 � ��17-1-8 �1� 22-6�5 �� 27-11-12�� 33-34 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:1/8"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with NTUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U 1'R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. the Professional Engineers seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spats specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:11: 7 TOTAL 45.00 psf Seqn S8.1.0 - 7031 Job Name: CIUPERGER Truss ID: H14A Q# : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 93.17 TC FORCE A:c. BXD CSI ID SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -26 0.00 0.15 o.15 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 96 0.01 0.14 0.15 1 -SP 1 -478 lb -422 lb Loaded for 10 PSF non-concurrent BOLL. max o.c, from to 3-4 -1393 0.27 0.16 0.40 1 SP- 2 -530 lb -471 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 22- 1- 8 4-5 -1950 0.38 0.16 0.52 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 22- 1- 8 5-6 -1861 0.37 0.20 0.54 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1531 0.30 0.33 0.65 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -1248 0.25 0.59 0.81 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS e-9 -1004 0.02 0.86 D.88 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-20 -652 0.13 0.49 0.61 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 1- 2-12 3.50" 1045 361 10-11 -e05 0.16 0.10 0.25 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22- 0- 2 2.75" 950 361 11-12 -684 0.14 0.19 0.31 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -661 0.13 0.30 0.42 1 Exp Category = B hinge effect that requires additional design 13-14 -296 0.05 0.43 0.47 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 14-15 -293 0.06 0.68 0.73 1 -SP Mean roof height = 13.58 ft, mph = 160 20 psf bottom chord live load NOT required 15-16 0 0.00 0.60 0.68 1 at- Occupancy Category II, Wind Dead Load = 7.20 peS this truss, per IBC/IRC requirements for Designed as Main Wind Force Resisting System attics with limited storage. BC FORCE At¢. BIM CSI ID ScmrS - Low-rise and Components and Cladding 17-19 0 0.00 0.22 0.22 1 Tributary Area = 44 sqft 18-19 -361 0.00 0.37 0.49 1 -SP 19-20 998 0.16 0.37 0.52 1 SP-SP 20-21 40 0.00 0.37 0.38 1 sP- DEFLECTION LOC. ALLOW. LC 21-34 64 0.00 0.10 0.10 1 -SP Vert TL: -0.27" (L/923) 8-9 L/180 46 34-22 353 0.06 0.52 0.58 1 SP-SP Vert LL: -0.13" (L/999) 8-9 L/240 46 22-23 1771 0.22 0.16 0.36 1 35- OS HOrz TL: 0.10" 23-24 1316 0.17 0.24 0.40 1 Cantilever 24-25 1290 0.16 0.24 0.40 1 TT Vert TL: 0.08" (L/179) 17-18 L/ 90 46 25-26 e76 0.11 0.18 0.29 1 1-2-12 �I'� a�" 4-1-7 v's�m 4-1 3 `�i� 3-0-0 c 3-5� m Vert LL: 0.05" (L/304) 17-16 L/120 46 26-27 809 0.10 0.18 0.28 1 A rh n Yi' m rp N 27-28 684 0.09 0.32 0.40 1 1-2-12 N v 8-7-3 ru m 12-10-11 m 16-4-2 2 ^ 19-11-12 N N Joint Locations ---- 28-29 661 0.09 0.61 0.61 1 13-2-0 8-11-8 1 0- 0- 0 20 1- 7- 1 29-30 419 0.05 0.35 0.39 1 OS- IS '1 2 3 5 7 9 11 12 14 15 2 1- 2-12 21 4- 4- 0 30-36 221 0.04 0.24 0.27 1 3 2- 8- 9 22 4- 4- 0 36-31 -64 0.01 0.24 0.24 1 4 6 8 10 13 16 4 2- 9-14 23 B- 2- 0 `31-32 -97 0.01 0.50 0.50 1 6.00 5 4- 4- 0 24 8- 3- 7 32-33 0 0.00 0.50 0.51 1 6 4- 5-12 25 11-11-12 7 8- 7- 3 26 12- 1-14 wE3 FORCE CSI ID SCRWS 8 8- 9- 8 27 15-10- 0 22-35 395 0.56 1 9 12-10-11 28 16- 0- 5 35-5 164 0.18 1 10 13- 2- 0 29 19- 9- 9 30-37 554 0.14 1 11 13- 4- 2. 30 19-11-12 37-14 -342 0.97 1 12 16- 4- 2 31 19-11-12 1-17 -97 0.01 1 13 16- 6- 6 32 21-11- 2 2-18 153 0.03 1 14 19-11-12 33 22- 1- 8 3-19 -1575 0.60 1 1S- IS 7.0-0 is -0 7-" 15 21-10- 4 34 4- 4- 0 20-34 1062 0.60 1 SP-SP 16 22- 1- 8 35 4- 4- 0 4-35 794 0.13 1 17 0- 0- 0 36 19-11-12 6-23 -490 0.61 1 18 1- 2-12 37 19-11-12 ' 7-24 319 0.16 1 19 1- 4-14 8-25 -626 0.37 1 S 9-26 532 0.69 1 --77--,,,, $s 11-27 -319 0.84 1 To•5-0 12-28 423 0.50 1 13-29 -749 0.82 1 15-37 943 0.48 1 SP-SP 1-1-0 B1 B2 32-36 486 0.09 1 W:308 W:212 16-33 -020 0.93 1 11:1045 11:950 4- (I478 I F2-2122 U,.530 iQ 22 24 22-1ta-5_2Q 2a 3n A. '17 1820 21 23 25 27 291 32 1-2-12 n 3-10-0 3-8-5 ; 3-8-2 - 3-9-4 m 1-2"12 N v 8-2 0 ru m 11"11-12m H 15-1U-0 m 19-9-9 m ry my Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:3/16"=1' YVARNING Read all notes on this street and verily all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: �TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing%which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing show7t is lateral bracing of truss memburs only Any additional bracing, Cutting : temporary and/or permanent,is the responsibiliy of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown an this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:11: 5 TOTAL 45.00 psf 1 Segn S8.1.0 - 7032 Job Name: CIUPERGER Truss ID: H14B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 152.98 TC FORCE AX0 stm cal ID acaws UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.19 0.19 I support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -66 0.02 0.29 0.29 1 1 -151 lb -141 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -66 0.01 0.27 0.27 1 2 -825 lb -741 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 33- 7- 2 4-'5 101 0.01 0.27 0.27 1 3 -428 lb -392 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 33- 6- 4 5-6 101 0.01 0.27 0.27 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 310 0.05 0.27 0.31 1 TC 1 20TC20 50 End verticals are designed for axial loads 7-9 310 0.04 0.67 0.67 1 BC 1 20TC20 50 only unless noted otherwise. REACTIONS 9-10 -301 0.06 0.55 0.61 1 WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 30-11 -356 0.07 0.47 0.54 1 This truss is designed using the (if any) have been designed for loads 1 0- 1- 6 2.7511 262 -342 11-12 -631 0.13 0.47 0.59 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 9- 9- 7 4.94" 1841 0 12-13 -704 0.06 0.42 0.42 1 Bldg Enclosed = Yes, the end of the extensions have not been 3 33- 3- 8 5.50" 1001 -342 13-14 -768 0.15 0.08 0.22 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 14-15 -647 0.13 0.40 0.52 1 Exp Category = B otherwise unsupported wall may create a 15-16 -1127 0.09 0.64 0,64 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 16-1.7 -1130 0.16 0.37 0.51 1 Mean roof height = 13.58 ft, mph = 160 consideration (by others). 17-18 -1210 0.24 0.17 0.39 1 Occupancy Category II, Wind Dead Load = 7.20 psEO psf bottom chord live load NOT required 18-19 -1295 0.25 0.10 0.43 1 Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for 19-20 -1181 0.24 0.22 0.44 1 -sP - Low-rise and Components and Cladding attics with limited storage. 20-21 48 0.01 0.22 0.22 1 sr- Tributary Area = 67 sqft Be FORCE Axt, arm csx 11) scxws DEFLECTION LOC. ALLOW. LC 22-23 342 0.00 0.13 0.13 1 Vert TL: -0.16" (L/999) 15-16 L/180 41 23-23 339 0.00 0.13 0.13 1 Vert LL: -0.07': (L/999) 15-16 L/240 41 24-25 339 0.01 0.22 0.22 1 Horz TL: 0.04" 25-26 344 0.02 0.11 0.16 1 Joint Locations 26-27 344 0.02 0.39 0.41 i --= - 27-28 424 0.06 0.66 0.72 1 1+ 0- 0- 0 22 0- 0- 0 28-30 424 0.06 0.66 0.72 1 2 0- 3- 4 23 3- 0-14 30-31 301 0.09 0.42 0.44 i r� 3 3- 3- 2 24 3- 3- 2 0-3 1 r?I`P ��4 )rT mlm I it and, " m r� 4 3- 5- 6 25 6- 4- 1 31-32 356 0.04 0.42 0.95 1 N IP to 0] m m 32-33 631 0.08 0.35 0.35 1 0-3-4 m r%r rn co m m v r' r� 'v Z. x A m f°v m m �, � 5 6- 6- 5 26 6- 6- 5 33-34 704 0.09 0.28 0.36 1 6 6- 8- 9 27 9- 7- 3 34-35 772 0.10 0.32 0.41 1 21,5-4 12-1-0 7 9- 9- 7 28 9- 9- 7 35-36 936 0.12 0.32 0.43 1 1 3 5 7 8 10 11 4315 16 17 19 21 8 13- 5-12 29 9-11-11 36-37 978 0.10 0.16 0.26 1 2 4 6 9 12 14 20 9 13- 8- 2 30 10- 2- 1 37-38 1119 0.10 0.49 0.49 1 6 '00 10 13-10- 7 31 14- 4- 2 11 17- 4- 4 32 14- 6- 6 3e-39 1115 0.14 0.27 0.41 1 39-40 911 0.11 0.49 0.49 1 -9P 12 17- 6-10 33 19- 1- 0 40-41 0 0.00 0.03 0.03 1 sP- 13 21- 3- 2 34 19- 3- 6 T T 14 21- 5- 4 35 23- 9-15 WEB FORCE csI ID scnws I I 15 21- 8- 7 36 24- 0- 5 1-22 -241 0.71 1 16 24- 9- 9 37 24- 2- 8 2-23 175 0.34 i 17 27-11-10 38 28- 7- 7 3-24 127 0.24 1 7-M 6-10-0 7-0-0 18 28- 1-15 39 26- 9- 5 4-25 -315 1.03 1 SHIP 19 31- 4-10 40 33- 3- 4 5-26 309 0.40 1 20 31- 6- 4 41 33- 6- 4 6-27 -573 0.75 1 21 33- 6- 4 ` 7-28 -188 0.55 1 IB-11 /V 8-29 -597 0.84 1 9-30 -597 0.84 1 10-31 819 0.45 1 B1 B2 B3 11-32 -750 0.98 1 W212 9.9-7 W:415 W:508 12-33 361 0.67 1 R:262 R:1841 11:1001 13-34 -269 0.83 1 15-35 546 0.44 1 U:-151 U:-825 U-428 16-36 -287 0.56 1 24 26 2830 323-6-4 '14 IR 39 41 17-38 -276 0.03 1 122 23 25 2729 31 33 3537 38 40 18-38 76 0.03 1 19-39 xsz 0.04 1 3-0-14 N NI 17 yI ,,.,I cp4$-9 , I rp4-6-10 m4-6� 45-1511 20-40 21-41 -13A1 0.01 1 aP-9P �1`� 1v19-1-0 �lr},23-9-15 � 28-9-5 33-3-4 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale.1/8"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw w0:Ciuperger Truss design on this sheet is only valid with A`UTRUSS sections and is for an individual building component.not a truss system.Bracing Dsgn Chk: NUTRU S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must he considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shomt on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spare specified TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:11: 3 TOTAL 45.00 psf Seqn S8.1.0 - 7033 h Job Name: CIUPERGER Truss ID: H16A Qt : 2 SPACING: 2- 0-0 PLY: 1 WEIGHT: 96.33 Tc FORCE axL 13M 81 ID SCRWS UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied SC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 96 0.01 0.14 D-15 I _SP 1 -478 lb -422 lb Loa4ed for 10 PSF non-concurrent BCLL. max o.c. from to 2 -530 lb -471 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 22- 1- 6 4-5 -1954 0.38 0,15 0.52 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 22- 1- 8 5-6 -2022 0.40 0.15 0.54 I TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1423 0.28 0.21 0.47 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -1496 0.30 0.21 0.49 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS e-9 -3.037 0.21 0.34 0.53 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -1077 0.20 0.50 0.68 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 1- 2-12 3.50" 1045 361 10-11 -650 0.13 0.50 0.62 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22- 0- 2 2,75" 950 361 11-12 -806 0.16 0.11 0.25 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -680 0.14 0.20 0.32 1 Exp Category = B hinge effect that requires additional design 13-14 -657 0.13 0.30 0.42 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 14-15 -295 0.05 0.42 0.46 1 Mean roof height = 13.58 ft, mph = 160 20 psf bottom chord live load NOT required 15-16 -293 0.06 0.69 0.73 1 -SP Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for 16-17 0 0.00 0.68 0.68 1 SP- Designed as Main Wind Force Resisting System attics with limited storage. - Low-rise and Components and Cladding BC FORCE ram. Brio COI To SCRWS Tributary Area = 44 sqft 16-19 0 0.00 0.22 0.22 1 19-20 -361 0.00 0.37 0.49 1 -SP 20-21 1010 0.17 0.37 0.52 1 SP-SP DEFLECTION LOC. ALLOW. LC 21-22 42 0.00 0.37 0.37 1 9P- Vert TL: -0.18" (L/999) 9-10 L/180 46 22-36 64 0.00 0.10 0.10 1 -SP Vert LL: -0.08" (L/999) 9-10 L/240 46 36-23 359 0.06 0.51 0.58 1 SP-SP Horz TL: 0.10" 23-24 1768 0.29 0.17 0.46 1 38-OS • Cantilever 24-25 1395 0.23 0.17 0.40 1 d• Vert TL: 0.09" (L/173) 18-19 L/ 90 46 25-26 1294 0.17 0.25 0.41 1 1-2-12 tfr�m ��m3-03 2-8-5 4P n�33-1-5 3-0-8 3-4.14 t�, m Vert LL: 0.05" (L/292) 16-19 L/120 46 26-27 1207 0.14 0.25 0.38 1 '� m 27-28 885 0.11 0.21 0.32 1 1-2-12 N 7-4-3 10-0-8 m c 13-4-2 16-4-10.m 19-11-12 N ry Joint Locations 28-29 ell 0.10 0.21 0.31 1 13-2-0 8-11-8 1 0- 0- 0 21 1- 7- 1 29-30 680 0.09 0.31 0.38 1 1 2 3 5 6 8 012 13 15 16 2 1- 2-12 22 4- 4- 0 30-31 657 0.09 0.61 0.61 1 3 2- B-12 23 4- 4- 0 31-32 419 0.05 0.36 0.39 1 OS- 1S 4 9 11 14 17 4 2-10- 2 24 4- 6- 0 32-38 221 0.04 0.24 0.27 1 f 6.00 5 4- 4- 0 25 8- 1- 9 39-33 -64 0.01 0.24 0.24 1 6 7- 2- 5 26 8- 3-15 33-34 -97 0.01 0.50 0.50 1 7 7- 4- 3 27 12- 0- 1 34-35 0 0.00 0.50 0.51 1 8 10- 0- 8 28 12- 2- 6 9 10- 2-13 29 15-10- 8 WEB FORCE cal ID SCRWS 10 12-10-11 30 16- 0-13 23-37 144 0.51 1 11 13- 2- 0 31 19- 9- 9 37-5 -214 0.18 1 12 13- 4- 2 32 19-11-12 32-39 556 0.14 1 13 16- 4-10 33 19-11-12 39-15 -339 0.97 1 t 14 16- 6-14 34 21-11- 2 1-I8 -56 0.01 1 7-0-0 6 -0 7-0-0 15 19-11-12 35 22- 1- 8 2-19 154 0.03 1 16 21-10- 4 36 4- 4- 0 3-20 -1586 0.61 1 IS- IS 17 22- 1- 8 37 4- 4- 0 •21-36 1078 0.60 1 SP-SP 18 0- 0- 0 38 19-11-12 4-37 778 0.13 1 19 1- 2-12 39 19-11-12 6-24 542 0.60 1 S 20 1- 4-13 7-25 -391 0.30 1 r s• 1S 8-26 501 0.54 1 �-5-0 P 9-27 -591 0.98 1 10-28 fill 0.85 1 12-29 -330 0.88 1 1-1-0 B1 82 13-30 424 0.50 1 W:308 W:212 14-31 -748 0.81 1 R:1045 11:950 16-39 942 0.48 1 SP-SP 34-38 496 0.09 1 4_f 78 2-2-12 U:S30 17-35 -820 0.93 1 20 23 2S 3n 32 3 18 1921 2224 25 27 29 3�3 34 1-2-12 7I m 3-7 8 I 3-8-2 I y1 3-8-2 I"' 3-8-12 t� m 1-2-12 m�^ Nl d 1 9 Zlm 12-0-1 ml� 15-10-8 m'1 19-9-9 m�t} Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:3/16"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: MAW WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,note truss system.Bracing Dsgn Chk: �TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which mast be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec; AISI S100-2012 A Precision Steel Framing Product indicates only drat the truss assembly sham on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:11: 2 TOTAL 45.00 psf Serin 58.1.0 - 7034 Job Name: CIUPERGER Truss ID: H15B Qt : 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 143.02 Tc FORCE AXL Brro CST To.SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.230.23 1 support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -89 0.02 0.42 0.42 1 1 -167 lb -166 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -89 0.01 0.33 0.34 1 2 -841 lb -740 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 33- 7- 2 4-5 99 0.01 0.33 0.33 1 3 -403 lb -369 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 33- 6- 4 5-6 99 0.01 0.31 0.31 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 356 0.06 0.31 0.36 1 TC 1 20TC20 50 End verticals are designed for axial loads 7-8 356 0.04 0.44 0.44 1 -SP BC 1 20TC20 50 only unless noted otherwise. REACTIONS 8-9 -162 0.02 0.39 0.48 1 SP- WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 9-10 -398 0.07 0.43 0.49 1 This truss is designed using the (if any) have been designed for loads 1 0- 1- 6 2.75" 304 -343 10-11 -509 0.09 0.43 0.51 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 10-10- 8 3,50" 1859 0 11-12 -705 0.06 0.46 0.46 1 Bldg Enclosed = Yes, the end of the extensions have not been 3 33- 4- 8 3.50" 940 -343 12-13 -685 0.14 0.20 0.33 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 13-14 -974 0.17 0.31 0.47 1 Exp Category = B otherwise unsupported wall may create a 14-15 -954 0,17 0.31 0.46 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 15-16 -1200 0.25 0.22 0.45 1 Mean roof height = 13.58 ft, mph = 160 consideration (by others). 16-27 -1219 0.22 0.22 0.43 1 Occupancy Category II, Wind Dead Load = 7.20 psE0 psf bottom chord live load NOT required 17-18 -1080 0.22 0.17 0.37 1 -SP Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for 18-19 44 0.01 0.17 0.17 1 SP- - Low-rise and Components and Cladding attics with limited storage. Tributary Area = 67 sgft BC FORCE AXL BND CST Io SCRwS 20-21 343 0.00 0.18 0.18 1 DEFLECTION LOC. ALLOW. LC 21-22 339 0.01 0.16 0.17 1 Vert TL: -0.13" (L/999) 32-33 L/180 41 22-23 339 0.01 0.23 0.23 1 Vert LL: -0.05" (L/999) 32-33 L/240 41 23-24 340 0.02 0.11 D.16 1 Horz TL: 0.03" 24-25 340 0.01 0.26 0.26 1 25-26 444 0.07 0.53 D.60 1 =_= Joint Locations -- 26-27 444 0.07 0.53 0.60 1 -9P 1 0- 0- 0 20 0- 0- 0 27-28 278 0.02 0.52 D.52 1 SP- N 2 0- 3- 4 21 3- 5- 4 28-29 398 0.05 0.46 0.50 1 0-3� �. m �. N �. m .�i ti fV 3 3- 7- 8 22 3- 7- 8 29-30 S09 0.06 0.55 0.55 1 tD m n7 u7 m tD t0 tT H 5}' m A 4 3- 9-12 23 7- 0-12 30-31 705 0.00 0.42 0.50 1 0-3-4 rh r� m e; m m m a-� ch rlr m m �i Tiz 7-i tL fi'i 5 7- 3- 0 24 7- 3- 0 31-32 71a 0.09 0.34 0.42 1 6 7- 5- 4 25 10- 8- 4 32-33 883 0.11 0.51 0.M 1 I 21-5-3 l 12-1-1 7 10-10- 8 26 10-10- 8 33-34 1030 0.13 0.38 0.50 1 1 3 5 7 8 10 12 14 16 17 19 8 14- 2- 6 27 11- 0-12 34-35 1051 0.13 0.31 0.43 1 2 4 6 9 11 13 15--------, 18 9 14- 4-12 28 16- 4- 1 35-36 833 0.10 0.96 0.96 1 -8P .6.00 I 10 17- 8-10 29 16- 6- 7 36-37 0 0.00 0.03 0.03 1 9P- 11 17-10-15 30 22- 0- 4 12 21- 5- 3 31 22- 2- 6 WEB FORCE CST 1n SCRWS 13 21- 8- 6 32 22- 4-11 1-20 -279 0.82 1 14 24- 7- 4 33 27- 8- 1 2-21 212 0.42 1 T 15 24- 9- 9 34 27-10- 5 3-22 144 0.31 1 16 28- 1-14 35 28- 0- 2 4-23 -316 0.43 1 17 31- 4-12 36 33- 3- 4 5-24 341 0.44 1 7-0-0 6-1 7-0-0 18 31- 6- 4 37 33- 6- 4 6-2 -698 . 8 1 SHIP 19 33--6- 4 7-26 0 -197 .58 1 8-27 -1104 0.89 1 SP-SP 9-28 819 0.50 1 Io-11- 30-29 -696 0.80 1 11-30 414 0.44 1 13-31 214 D.2e 1 14-32 -425 0.96 1 W212 10-10-8 W 308 W:308 16-33 248 0.24 1 R:304 R:1859 R:940 16-35 -248 0.04 1 U:-167 U:-841 U:-403 17-35 298 0.09 1 18-36 -1189 0.64 1 SP-SP 22 24 28 33-6?•4 31 .1437 19-37 as o.01 1 �20 21 23 2627 28 3032 3335 36 3-5-4 m ra m 5-3-5 5-5-13 53-6 N 5-3-2 3-5-4 c6 � ch I`p 16-4-1 � 22-0-4 27-8-1 3-3-4 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale.1/8"=V WARNING Read all notes on this sheet and verify al!design pmameters, Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with A'U'IRUSS sections and is for an individual bui ldimg component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUS ehich must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicatesonly thatthe trussassembly shomionthis sheetmeetsthe acceptable design criteria for the loads,loadingeondition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:11: 9 TOTAL 45.00 psf I Seqn S8.1.0 - 7035 Job Name: CIUPERGER Truss ID: H16A Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 90.20 Tc FORCE Atc. Biro C81 1D SCRWS UPLIFT REACTION(S) : THIS'DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -64 0.03. 0.10 0T. 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -204 0.04 0.10 0.14 1 1 -482 'lb -425 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -246 0.04 0.21 0.24 1 -BP 2 -525 lb -467 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 22- 1- 8 4-5 -1152 0.23 0.18 0.38 1 BP- Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 22- 1- 8 5-6 -1263 0.23 0.19 0.42 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1267 0.25 0.19 0.43 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -917 0.18 0.35 0.52 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 '-983 0.18 0.46 0.62 1 This truss is designed using the indicated only. Horizontal loads applied at ERG X-LOC SIZE REACT HORIZ 9-10 -559 0.11 0.45 0.55 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 1- 2-12 3.50" 1054 361 10-11 -701 0.14 0.10 0.23 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22- 0- 2 2.75" 941 361 11-12 -572 0.11 0.19 0.30 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -546 0.11 0.20 0.30 1 Exp Category = B hinge effect that requires additional design 13-14 -361 0.07 0.34 0.41 1 -SP Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 14-15 0 0.00 0.34 0.34 1 SP- Mean roof height = 13.58 ft, mph = 160 20 psf bottom chord live load NOT required Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for BC FORCE WM BED cal m SCRWS Designed as Main Wind Force Resisting System attics with limited storage. 16-17 0 0.00 0.43 0.43 1 - Low-rise and Components and Cladding 17-28 200 0.02 0.47 0.48 1 Tributary Area = 44 sqft 18-19 -365 0.02 0.45 0.49 1 -SP 19-20 907 0.11 0.61 0.61 1 sP- 20-21 1089 0.14 0.23 0.37 1 DEFLECTION LOC. ALLOW. LC Vert TL: -0.17" (L/999) 27-28 L/180 43 22-233 939 8 0.12 0.29 0.411 1 21-2 1 0.1 0.29 0.4 1 Vert LL: -0.06" (L/999) 27-28 L/240 43 23-24 802 0.10 0.33 0.42 1 Horz TL: 0.05" 24-25 706 0.09 0.33 0.41 1 Cantilever 25-26 572 0.07 0.34 0.41 1 T T T T m Vert TL: 0.02" (L/842) 16-17 L/ 90 46 26-27 546 0.07 0.59 0.65 1 �I^ ml �' �I Vert LL: 0.01" (L/999) 16-17 L/120 46 27-28 361 0.06 1.01 1.01 1 -SP 0-2-12 �, 3-3� 3-1-9 ,t, m3-0-7 7.>: m �2-11-13 2-1 28-29 361 0.00 0.67 0.67 1 SP- 0-2-12 N m 6-6$ 9 6-1 m Q 12-10-11 m N 19-1-11 22-1 8 Joint Locations 13-2-0 8-11-8 1 0- 0- 0 16 0- 0- 0 WEB Font 1 9 1 C51 1D SCRWS 3 4 6 7 1 12 13 15 2 0- 2-12 17 1- 1- 6 1-16 -143 0.03 1 3 1- 2-12 1B 1- 2-12 2-17 215 0.04 1 2 5 8 10 14 4 3- 1- 3 19 1- 4-12 3-18 -137 0.03 1 6.00 5 3- 2-12 20 6- 4-14 4-19 -1083 0.57 1 SP-SP 6 6- 6- 8 21 6- 6- 8 5-20 234 0.04 1 7 9- 8- 1 22 6- 8-11 6-21 -zoo 0.24 1 8 9-10- 4 23 11- 5-12 9 12-10-11 24 11- 8- 2 7-23 453 0.94 1 10 13- 2- 0 25 16- 8-11 8-23 -540 0.95 1 11 13- 4- 2 26 16-10-13 9-z4 301 1.02 1 12 16- 1-13 27 17- 1- 2 11-25 -301 1.02 1 13 18-11- 4 28 21-10- 7 13-27 12-26 - 0. 1 14 19- 1-11 29 22- 1- 8 711 11 0.4433 1 14-29 -972 0.75 1 SP-SP 7-0-0 \6-- -0 7-0-0 15 22- 1- 8 15-29 -67 0.20 1 =0-5-0 1-1-0 B1 132 W:308 W:212 R:1054 R:941 U:-482 U:525 18 21 22-1-8 94 26 29 � 6 1719 2022 23 2527 28 1-1-6 cv 5-0-1 rj 4-9-1 I m 5-0-9 - 4-9-5 m 1-1-6 6-4-14 +14- 11-5-12 16-8-11 16-8-11 +1 X 21-10-7 m �t Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:3116"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with UTR ith NUSS sections and is for an individual building component,nut a truss system.Bracing Dsgn Chk: NUTRU S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on ibis sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Bulldg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:11: 5 TOTAL 45.00 psf I Seqn$8.1.0 - 7036 Job Name: CIUPERGER Truss ID: H16B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 143.02 TC FORCE AXL afro Cal ID SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.23 0.23 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -89 0.02 0.42 0.42 1 1 -167 lb -166 lb Loaded for 10 PSF non-concurrent BCLL. max o.C. from to 3-4 -99 0.01 0.33 0.34 1 2 -841 lb -740 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 33- 7- 2 4-5 99 0.01 0.33 0.33 1 3 -403 lb -369 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 33- 6- 4 5-6 99 0.01 0.31 0.31 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 356 0.06 0.31 0.36 1 TC 1 20TC20 50 End verticals are designed for axial loads 7-8 3s6 0.04 0.44 0.44 1 -8P BC 1 20TC20 50 only unless noted otherwise. REACTIONS e-9 -3.82 0.02 0.39 0.48 1 SP- WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 9-10 -398 0.07 0.43 0.49 1 This truss is designed using the (if any) have been designed for loads 1 0- 1- 6 2.75" 304 -343 10-11 -509 0.09 0.43 0.51 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 10-10- 8 3.50" 1859 0 11-12 -705 0.06 0.46 0.46 1 Bldg Enclosed = Yes, the end of the extensions have not been 3 33- 3- B 5.50" 940 -343 12-13 -685 0.14 0.20 0.33 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 13-14 -874 0.17 0.31 0.47 1 Exp Category = B otherwise unsupported wall may create a 14-15 -954 0.17 0.31 0.46 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 15-16 -1209 0.25 0.22 0.45 1 Mean roof height = 13.58 ft, mph = 160 consideration (by others). 16-17 -1218 0.22 0.22 0.43 1 Occupancy Category II, Wind Dead Load = 7.20 psf0 psf bottom chord live load NOT required 17-18 -1080 0.22 0.17 0.37 1 -sP Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for 18-19 44 0.01 0.17 0.17 1 SP- - LOW-rise and Components and Cladding attics with limited storage. Tributary Area = 67 sgft BC FORCE AXL END CSI ID SCRWS DEFLECTION LOC. ALLOW. LC 20-22 343 0.00 0.18 0.19 1 21-22 339 0.01 0.16 0.17 1' Vert TL: -0.13" (L/999) 32-33 L/180 41 Vert LL: -0.05" (L/999) 32-33 L/240 41 22-23 339 0.01 0.23 0.23 1 Horz TL: 0.03" 23-24 340 0.02 0.11 0.16 1 24-25 340 0.01 0.26 0.26 1 Joint Locations 25-26 444 0.07 0.53 0.60 1 --- = 26-27 444 0.07 0.53 0.60 1 -SP 1 0- 0- 0 20 o- o- 0 27-28 278 0.02 0.52 0.52 1 SF- T T u7 T T 2 0- 3- 4 21 3- 5- 4 28-30 398 0.05 0.55 0.55 1 ml ti �1I S{- �� jt�i ��d n�an ,~'y 3 3- 7- 8 22 3- 7- B 0-3� ? 4 3- 9-12 23 7- 0-12 29-30 509 0.06 0,55 D. 1 ro 0�7 rl i.n rD rn of m 30-31 705 0.09 0.42 0.50 1 0-3-4 tl'+ m m ti m m .-i m rlt �7 rh ri m m t-'n r'v 5 7- 3- 0 24 7- 3- 0 31-32 718 0.09 0.34 0.42 1 6 7- 5- 4 25 10- 8- 4 21-5-3 12-1-1 7 10-10- B 26 10-10- 8 33-34 1030 0.13 0.38 o.s 32-33 3 0.1 0. 0.50 1 1 o 1 1 3 5 7 8 10 12 14 16 17 19 6 14- 2- 6 27 11- 0-12 34-35 1051 0.13 0.31 0.43 1 2 4 6 9 11 13 15� 18 9 14- 4-12 28 16- 4- 1 35-36 833 0.10 0.96 0.96 1 -SP I 10 17- B-10 29 16- 6- 7 36-37 0 0.00 0.03 0.03 1 SP- -6.00 11 17-10-15 30 22- 0- 4 12 21- 5- 3 31 22- 2- 6 WEB FORCE C91 ID SaRWS 13 21- 8- 6 32 22- 4-11 1-20 -279 0.82 1 T 14 24- 7- 4 33 27- 8- 1 2-21 212 0.42 1 I 15 24- 9- 9 34 27-10- 5 3-22 144 0.31 1 16 26- 1-14 35 28- 0- 2 4-23 -316 0.43 1 t 17 31- 4-12 36 33- 3- 4 5-24 341 0.44 1 7-0-0 6-1 0 7-0-0 18 31- 6- 4 37 33- 6- 4 6-25 -648 0.89 1 SHIP 19 33- 6- 4 7-26 -197 0.58 1 8-27 -1104 0.89 1 SP-SP a 9-20 919 0.50 1 0-11- 10-29 -696 0.90 1 ,11-30 414 0.44 1 13-31 214 0.28 1 14-32 -425 0.96 1 W:212 10-10-8 W 308 W:508 15-33 310 0.58 1 R:304 R:1859 R:940 16-34 -248 0.24 1 17-35 248 0.04 1 U:-167 U:-841 U:403 18-36 -1189 0.64 1 SP-SP 22 24 26 33-624 •;1 3d 37 19-37 46 0.01 3 l20 21 23 2527 28 3032 3335 36 3-6-4 m mI m yj y 5-3-5 . 5.5-13 I ; 5-3-2 3-5.4 �1 1� CP1 T 16.4-1 � 22- lr� 27-8-1 33-3-4 t r' Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:1/8"=V WARNING Read all notes on this sheet and verily all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chic: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chic: NUTrRhUS Which must be considered by the building designer. Bracing shou3t is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec; AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shomt on this sheet meets the acceptable design criteria for the loads,loading condition,truss TC Dead 15.00 psf Buildg Spec: IRC-2015 configuration and spans specified. BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:12: 2 TOTAL 45.00 psf Segn S8.1.0 - 7037 Job Name: CIUPERGER Truss I®: H17A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 149.62 Tc FORCE A:iz Btm cal I0 Scxnts UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 33 0.00 D.12 0.12 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 89 0.01 0.24 0.24 1 1 -183 lb -177 lb -37 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 3-4 -240 0.05 D.22 0.27 1 2 -958 lb -804 lb Mark.all interior bearing locations. TC 12.001' 0- 0- 0 37- 4- 8 4-5 -213 0.01 0.43 0.44 1 3 -479 lb -468 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 37- 4- 8 5-6 405 0.06 0.41 0.45 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 377 0.03 0.52 0.55 1 TC 1 20TC20 50 End verticals are designed for axial loads 7-8 781 0.13 0.35 0.47 1 BC 1 20TC20 50 only unless noted otherwise. REACTIONS e-9 560 0.08 0.35 0.42 1 WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 9-10 520 0.09 0.12 0.20 1 -SP This truss is designed using the (if any) have been designed for loads 1 1- 2-12 3.50" 386 361 10-11 224 0.04 0.58 0.66 1 SP-SP ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 11- 9- 0 5.50" 2087 0 11-12 -387 0.08 0.75 0.82 1 SP-SP Bldg Enclosed = Yes, the end of the extensions have not been 3 37- 3-10 1,75" 1040 361 12-23 -508 0.10 0.75 0.95 1 SP- Truss Location = Not End Zone considered unless shown. A drop-leg to an 13-14 -822 0.18 0.44 0.61 1 Exp Category = B otherwise unsupported wall may create a 14-15 -851 0.17 0.44 0.60 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 15-16 -672 0.19 0.46 0.64 1 Mean roof height = 13.58 ft, mph = 160 consideration (by others). 16-17 -891 0.20 0.46 0.65 1 Occupancy Category II, Wind Dead Load = 7.20 ps2O psf bottom chord live load NOT required 17-18 -529 0.11 0.73 D.83 1 -SP Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for 18-19 -529 0.11 0.85 0.94 1 SP-SP - LOW-rise and Components and Cladding attics with limited storage. 19-20 0 0.00 0.85 0.95 1 SP-SP Tributary Area = 75 sgft BC FORCE nrn, END CSI I0 SCRNS DEFLECTION LOC. ALLOW. LC 21-22 0 0.00 0.16 0.16 1 Vert TL: -0.23" (L/999) 11-12 L/180 1 22-23 -361 0.06 0.11 0.17 1 Vert LL: -0.11" (L/999) 11-12 L/240 1 23-24 -314 0.05 0.14 0.18 1 Horz TL: 0.02" 24-25 -191 0.00 0.18 0.18 1 Cantilever 25-26 -2a0 0.04 0.28 0.32 1 Vert TL: 0.02" (L/653) 21-22 L/ 90 53 26-27 -317 0.05 0.23 0.28 1 Vert LL: 0.03" (L/577) 21-22 L/120 53 27-28 -513 0.10 0.53 0.62 1 28-29 -513 0.10 0.53 0.73 1 -SP 1-2-12 NI N m rt rL5-0-10 4-10-7 5-0-11 t+7 th m rh to -I -I 'St Joint Locations - 29-30 318 0.03 0.66 0.68 1 SP-SP 1-2-12 d' �23-3-4 28-1-11 33-2-6 !6 F^" '� �` 1 0- 0- 0 21 0- 0- 0 30-31 387 0.05 D.4b 0.55 1 SP-SP 2 1- 2-12 22 1- 2-12 31-32 508 0.06 0.54 0.54 1 8P- 13-2.0 24-2-8 3 3- 0-13 23 1- 4-13 32-33 822 0.10 0.40 0.50 1 11 2 3 5 7 19 11 12 14 16 17 19 4 3- 2-12 24 4- 6-10 33-35 972 0.11 0.27 0.38 1 4 ,�fi 8 10 13 15 18 20 5 7- 3-14 25 4- a-10 34-35 a;z 0.11 o.z7 o.3e 1 I 6 7- 5-14 26 6- 0-10 35-36 981 0.11 0.40 0.50 1 6.00 7 11- 6-15 27 8- 2-15 36-37 529 0.07 0.79 0.79 1 -91? a 11- 9- 0 28 11- 9- 0 37-39 529 0.09 D.35 0.49 1 SP-SP 9 13- 2- 0 29 11-11- 4 36-39 361 0.00 0.40 0.40 1 SP-SP 10 13- 4- 2 30 16-11- 9 it 13- 6- 8 31 17- 1-14 wEB FORCE cal In Srmws 12 IS- 0- 5 32 22- 4- 8 1-21 -42 0.01 1 13 18- 2-10 33 22- 6-12 2-22 128 0.02 1 14 23- 1- 0 34 27- 9- 7 3-23 -312 0.16 1 7-0-0 5-1 -0 7-0-0 15 23- 3- 4 35 27-11-10 4-24 244 0.09 1 16 28- 1-11 36 28- 1-12 5-25 330 0.37 1 17 33- 2- 6 37 33- 4- 8 6-26 -477 0.61 1 18 33- 4- 8 38 33- 6-12 7-27 526 0.44 2 = 1\\V/ 19 37- 1- 4 39 37- 4- 8 8-28 -593 0.55 1 20 37- 4- 8 10-29 -1437 1.01 1 SP-SP 0-5-0 11-3 0.6 1 SP-SP B1 B2 B3 '12-331 -979-979 0.67 1 SP-SP 13-32 630 0.84 1 1-1-0 W:308 11-9-0 W:508 W:112 14-33 -405 0.46 1 R:386 R:2087 R:1040 15-34 -75 0.28 1 UA83 UA58 U:379 16-35 -362 0.41 1 17-36 591 . 1 18-37 -929 22 2S 27 29 3144-8 33 3r, 3A 929 0.62 62 1 SP-SP 19-39 1150 0.72 1 SP-SP 21 23 24 26 28 30 32 3436 37 39 20-39 -1031 0.69 1 SP-SP 1-2-12 i U, 5-0-5 v 5-2-10 5-2-11 N 5-2-12 w 1-2-12�j ®r m ��16-11-9 22-4-8 ���27-9 7 33 4 8 ��T Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:1/8"=V WARIVING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with A'UTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N T ST� shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: 1 "bich must be considered by the building deli,0ter. Bracing shoust is lateral bracing of truss members only Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI S100-2012 A Precision Steel Framing Product indicatesonly thatthe trussassembly shotmonthis sheetmeetsthe acceptable design criteria for the loads,loadiagcondition,truss configuration and spans specified. TC Dead 15.00 psf Euildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:12: 2 TOTAL 45.00 psf Seqn 58.1.0 - 7038 Job Name: CIUPERGER Truss ID: H17B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 76.14 Tc FORCE Axr. BND CSI ID 8CRW8 .UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.33 0.33 1 support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -312 0.06 0.33 0.39 1 1 -495 lb -437 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -330 0.07 0.18 0.24 1 2 -333 lb -310 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 18- 4- 2 4-5 -475 0.09 0.16 0.25 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 18- 3- 4 5-6 -310 0.06 0.43 0.48 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -781 0.07 0.64 0.64 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -811 0.11 0.39 0.49 1 WEB I. 20TC20 50 (i£ any) have been designed for loads REACTIONS 8-9 -914 0.18 0.18 0.35 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -1032 0.20 0.18 0.37 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 0-14 1.75" 811 -342 10-11 -955 0.19 0.21 0.38 1 -SP Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 IS- 0- 8 5.50" 834 -342 11-12 47 0.01 0.21 0.21 1 SP- Truss Location = Not End Zone otherwise unsupported wall may create a Exp Category = B hinge effect that requires additional design Be FORCE Ax6 END CSI ID 3CRWS Bldg Length = 92.85 ft, Bldg Width = •78.33 ftconsideration (by others). 13-14 342 0.00 0.57 0.57 1 Mean roof height = 13.58 ft, mph - 160 20 psf bottom chord live load NOT required - 14-15 319 0.05 0.69 0.68 1 Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for 15-16 330 0.04 0.37 0.40 1 Designed as Main Wind Force Resisting System attics with limited storage. 16-17 483 0.06 0.35 0.40 1 - Low-rise and Components and Cladding 17-18 625 0.08 0.35 0.42 1 Tributary Area = 37 sgft 18-19 686 0.09 0.16 0.25 1 19-20 875 0.14 0.53 0.53 1 20-21 078 0.11 0.29 0.40 1 DEFLECTION LOC. ALLOW. LC 21-22 742 0.09 0.57 0.57 1 -SF Vert TL: -0.14" (L/999) 6-7 L/180 1 22-23 0 0.00 0.03 0.03 1 SP- Vert LL: -0.06" (L/999) 6-7 L/240 1 WEB FORCE Cal ID SCRW9 T� T T HOr2 TL: 0.04" 1-13 -64 0.19 1 2-10-13 47�� 2-11-0 `��'� 3-1-2 3-2-2 r^I d' 3-2-12 �,I a'I N =- 2-24 -064 0.66 1 --�Y �u7 u7 -� -�, o �' , 1 0Jo0nt0Loc13ion0- 0- 0 3-15 s7s o.92 1 2-10-13 m rti 6-0-2 46 9-6-9 12 8-11 `� 16-1-10 r� 2 2-10-13 14 0- 3- 1 4-16 -442 0.56 1 6-2-4 12-1-0 3 3- 1- 2 15 3- 3-11 6-17 557 0.42 1 1 2 6 7 8 10 2 4 6- 0- 2 16 3- 6- 0 7-1e -283 0.57 1 5 6- 2- 4 17 8- 2-11 8-19 -250 0.53 1 3 5 11 6 6- 5- 7 18 8- 5- 1 9-20 12e 0.03 1 -6.00 1 7 9- 6- 9 19 8- 7- 2 10-21 186 0.03 1 8 12- 8-11 20 13- 2- 6 11-22 -1059 0.57 1 SP-SP 9 12-10-15 21 13- 4- 3 12-23 42 0.01 1 10 16- 1-10 22 IS- 0- 4 11 16- 3- 4 23 18- 3- 4 12 18- 3- 4 7-0-0 6-10-0 7-0-0 SHIP I0-11 B1 B2 W:112 W:508 R:811 R:834 U:-495 U:-333 4 is 3.4 21 3 13 15 1719 20 2 0-3-1 3-0-10 m 4-8111 N 4-7-4 m 0-3-1 3-3-311 10 8-2-11 g m 13-2-6 18-0.4 m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/32"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,nut a truss system.Bracing Dsgn Chk: �TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. bracing shown is lateral bracing ut truss members only My additional bracing, Cutting temporary mid/or permanent,is the responsibility of the truss erector and/or the building designer. 17te Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shomt on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buiidg Spec: IRC-2016 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:12: s TOTAL 45.00 psf Seqn S8.1.0 - 7039 Job Name: CIUPERGER Truss ID: H18A Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 152.61 Tc FORCE AXL END csr ID SCRWS UPLIFT REACTIONS) : THIS-DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 36 0.01 0.23 0.14 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 92 0.00 0.15 0.25 1 1 -142 lb -158 lb -163 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 309 0.02 0.16 0.19 1 2 -1010 lb -836 lb Mark all interior bearing locations. TC 12.0011 0- 0- 0 37- 4- 8 4-5 377 0.03 0,20 0.22 1 3 -468 lb -455 lb Install interior support(s) before erection. BC 12.00t1 0- 0- 0 37- 4- 8 5-6 563 0.08 0.28 0.35 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 590 0.07 0.29 0.35 1 TC 1 20TC20 50 End verticals are designed for axial loads 7-8 881 0.15 0.29 0.43 1 BC 1 20TC20 50 only unless noted otherwise. REACTIONS 8-9 892 0.13 0.29 0.41 1 -sP WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 9-11 772 0.13 0.37 0.48 1 SP- This truss is designed using the (if any) have been designed for loads 1 1- 2-12 3.5011 326 361 11-12 366 0.05 0.67 0.70 1 -SP ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 11- 9- 0 5.501' 2258 0 12-13 -215 0.05 0.77 0,81 1 SP-SP Bldg Enclosed = Yes, the end of the extensions have not been 3 37- 3-10 1.7511 984 361 13-14 -345 0.07 0.77 0.93 1 3F- Truss Location = Not End Zone considered unless shown. A drop-leg to an 14-15 -702 0.15 0.46 0.60 1 Exp Category = B otherwise unsupported wall may create a 15-16 -736 0.14 0.47 0.60 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 16-17 -794 0.17 0.46 0.62 1 Mean roof height = 13.58 ft, mph = 160 consideration (by others). 17-18 -804 0.18 0.46 0.63 1 Occupancy Category II, Wind Dead Load = 7.20 psf0 psf bottom chord live load NOT required 18-19 -497 0.10 0.70 0.79 1 Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for 19-20 -497 0.10 0.80 0.09 1 -SP - Low-rise and Components and Cladding attics with limited storage. 20-21 0 0.00 0.80 0.80 1 SP-SP Tributary Area = 75 sgft BC FORCE Axu END c51 rD SCRWS DEFLECTION LOC. ALLOW. LC 22-23 0 0.00 0.13 0.13 1 Vert TL: -0.211, (L/999) 12-13 L/180 47 23-24 -361 0.06 0.13 0.19 1 Vert LL: -0.1011 (L/999) 12-13 L/240 47 24-25 -303 0.04 0.17 0.21 1 HOrz TL: 0.021, 25-26 -320 0,02 0.15 0.17 1 Cantilever 26-27 -417 0.04 0.15 0.19 1 Vert TL: 0.0211 (L/641) 22-23 L/ 90 53 27-28 -516 0.09 0.22 0.31 1 Vert LL: 0.0311 (L/541) 22-23 L/120 53 28-29 -606 0.12 0.30 0.41 1 ?� m W 29-31 -763 0.11 0.32 0.42 1 1-2-1� `I�I '� m "�' � ti5-0-10 4-10-7 5-0-11 Sr Joint Locations N l� lI7 COto (i] _10 _7 Ta 31-32 -368 0.02 0.64 0.64 1 -sP 1-2-12 % "7 "7 '� '� r^ ra �23-3� 28-1-11 33-2-6 m v �^ 1 0- 0- 0 22 0- 0- 0 32-33 276 0.03 0.36 0.52 1 SP-SP 2 1- 2-12 23 1- 2-12 33-34 345 0.04 0.78 0.78 1 SP- 13-2-0 24-2-8 _ 3 3- 0-13 24 1- 4-13 34-35 702 0.09 0.44 0.52 1 �1 2 3 5 7 19 11 13 15 17 18 20 4 3- 2-12 25 4- 6- 9 ',.35-36 736 0.09 0.46 0.46 1 5 6- 4- 3 26 4- 8-13 36-37 794 0.10 0.27 0.36 1 4 8 1012 14 16 19 21 6 6- 6- 8 27 8- 0- 9 37-38 804 0.10 0.37 0.46 1 6`•QQ 7 9- 7-15 28 8- 2-15 38-39 497 0.06 0.79 0.79 1 B 9-10- 4 29 11- 5-12 39-40 497 0.09 0.34 0.46 1 -9P 9 13- 2- 0 30 11- 8- 2 40-41 361 0.00 0.40 0.40 1 SP-SP 10 13- 4- 2 31 11-10- 3 11 13- 6- 3 32 16-11- 9 WEB FORCE Csr ID SCRWS 12 13- 8- 9 33 17- 1-14 1-22 -44 0.01 1 13 18- 0- 5 34 22- 4- 8 2-23 ISO 0.03 1 14 18- 2-10 35 22- 6-12 3-24 324 0.12 1 7-0-0 -ATI\ 6-1 -0 7-0-0 15 23- 1- 0 36 27- 9- 7 4-25 239 0.10 1 16 23- 3- 4 37 27-11-10 5-26 288 0.21 1 17 28- 1-11 38 28- 1-12 6-27 -407 0.48 1 18 33- 2- 6 39 33- 4- 8 7-29 497 0.58 1i\V 19 33- 4- 8 40 33- 6-12 8-29 -509 0.43 1 = 20 37- 1- 4 41 37- 4- 8 10-30 -854 1.02 1 0-5-0 21 37- 4- 8 Y 11-3 -854 . 3 1 Ell B2 B3 '12-32 0 1230 .63 1 SP-SP 13-33 -1048 0.72 1 SP-SP 1-1-0 W:308 11-9.0 W:508 W:112 14-34 711 0.93 1 R:326 R:2258 11:984 15-35 -463 0.53 1 UA63 UA010 U:468 16-36 128 0.34 1 17-3 -366 0. 1 1 18-39 516 0.91 1 2326 28 3n 328i-8 35 37 40 19-39 -862 0.99 1 �22 24 25 27 2931 32 34 3638 39 41 20-40 1079 0.70 1 SP-SP 1-2-12 m .N-. rn5-1-6 v 5-2-10 I �5-2-11 m N 5-2-12 m 21-41 -975 0.65 1 SP-SP 1-2-12 N�y �� �N �1�16-11-9 N�`"22-4-8 Nl 27'9'7 ��334-8 N 7 � m (4r � � � � t� Ala Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:1/811=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: Erra WO:Ciuperger Truss design on this sheet is only valid with NIMUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: SSTM shovm on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing%bich is pan of the building design and Engg Chk: NUTRUwhich must be considered by the building designer. Bracing should is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or pernnanent, is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec; AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on(his sheet meets the acceptable design criteria for the loads, loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:12: 9 TOTAL 45.00 psf Seqn S8.1.0 - 7040 Job Name: CIUPERGER Truss ID: H18B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 78.99 xc FORCE Axt: BM C51 ID Sc S UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.32 0.32 I Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -306 0.06 0.32 0.38 1 1 -495 lb -436 lb Loaded for 10 PSF non-concurrent BCLL, max O.C. from to 3-4 -364 0.07 0.19 0.25 1 2 -420 lb -375 lb Drainage must be provided to avoid ponding. TO 12.00" 0- 0- 0 19- 5- 2 4-5 -476 0.10 0.16 0.24 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 19- 4- 4 5-6 -314 0.06 0.42 0.48 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -807 0.07 0.60 0.60 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -018 0.11 0.33 0.45 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -907 0.18 0.18 0.35 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -1033 0.20 0.18 0.36 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 0-14 1,75" 812 -360 10-11 -902 0.19 0.19 0.36 1 -SP Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 18- 0- 8 5.50" 934 -360 11-12 -193 0.03 0.22 0.25 1 9P- Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -159 0.03 0.07 0.10 1 Exp Category = B hinge effect that requires additional design 13-14 -49 0,01 0.07 0.08 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). Mean roof height = 13.58 ft, mph = 160 20 psf bottom chord live load NOT required Bc FORCE At¢, DWD CS1 7D SCRWS Occupancy Category II, Wind Dead Load = 7.20 pef this truss, per IBC/IRC requirements for 15-16 360 0.00 0.59 0.59 1 Designed as Main Wind Force Resisting System attics with limited storage. 16-17 341 0.05 0.77 0.77 1 - Low-rise and Components and Cladding 17-18 364 0.05 0.38 0.41 1 Tributary Area = 39 sqft 18-19 484 0.06 0.32 0.37 1 19-20 649 0.08 0.32 0.39 1 20-21 692 0.09 0.17 0.26 1 DEFLECTION LOC. ALLOW. LC 21-22 874 0.14 0.47 0.47 1 Vert TL: -0.14" (L/999) 6-7 L/180 47 22-23 981 0.11 0.26 0.36 1 Vert LL: -1,16" (L/999) 6-7 L/240 47 23-24 780 0.09 0.37 0.37 1 -32 HOrz TL: 0.04" 24-25 -347 0.01 0.35 0.41 1 SP- -y co m ry Cantilever 25-26 152 0.01 0.37 0.37 1 22-10-13-13 1ij7 r' 2-1-7-0 Iv' 3-0-4 3-1-2 3-1_11 m th Vert TL: 0.02" (L/999) 26-27 L/ 90 47 z6-z7 0 0.00 0.34 0.34 1 2-10-13 m m 6-0-2 9-5-11 12-6-13 m r�-�' 15-10-13� N O7 �' Vert LL: 0.0111 (L/999) 26-27 L/120 47 Weis FORCE CS1 ID SCRWS 612-4 Joint Locations -- 1-15 -64 0.19 1 1 2 4 6 7 8 10 12 3 1 0- 0- 0 15 0- 0- 0 2-16 -848 0.65 1 2 2-10-13 16 0- 3- 2 3-17 564 0.92 1 3 5 �3., 11 14 3 3- 1- 2 17 3- 9-11 4-18 -425 0.52 1 6.00 I 4 6- 0- 2 18 4- 0- 0 6-19 570 0.44 1 5 6- 2- 4 19 8- 5-13 7-20 -282 0.56 1 6 6- 5- 7 20 8- 8- 3 8-21 -255 0.50 1 7 9- 5-11 21 8-10- 5 9-22 119 0.04 1 8 12- 6-13 22 13- 2- 6 10-23 160 0.03 1 9 12- 9- 1 23 13- 4- 5 11-24 -965 o.S9 1 BP-SP 10 15-10-13 24 17-10- 8 12-25 -129 0.03 1 it 16- 0- 8 25 IS- 0- 8 13-26 162 0.03 1 12 18- 0- 8 26 18- 1-12 14-27 -109 0.02 1 13 19- 1- 9 27 19- 4- 4 14 19- 4- 4 7-0-0 6-10-0 7-0-0 SHIP i =0-5- B1 B2 1-1-0 W:112 W:508 R:812 11:934 U:-495 U:-420 16 1R 2"-4-4 2Z 2� ?7 15 17 1921 22 21 0-3-2 3-6-9 .m 4-5-13 4-4-1 u-j 4-6-2 � ry� 0-3-2 3-9-1 8 1 -5-13 m 13-2-6 17-10-8 46 m , C Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided 410 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/32"=V WARNING Read all notes on this sheet and verily all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid vAtb NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STnn shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing tabvch is part of the building design and Engg Chk: NUTRUS which must be considered by the building desig7ter. Bracing shown is lateral bracing of buss members only Any additional bracing, Cutting : temporary and,'or permanent,is the responsibility of the truss erector and/or the building designer. 111e Professional Engineer's seal TO Live 20.00 psf Design Spec.• AISI 8100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:12: 5 TOTAL 45.00 psf Seqn S8.1.0 - 7041 Job Name: CIUPERGER Truss ID: H19A Qt : 1 SPACING: 2-0- 0 PLY: 1 WEIGHT: 101.06 TC. FORCE AXL END CSI ID SCRWS 1-2 36 0.01 0.24 0.14 1 ' 2-3 86 0,02 0.29 0.29 1 3-4 460 0.05 0.35 0,39 1 4-5 537 O.D2 0.94 0.86 1 5-6 846 0.14 0.27 0.40 1 -9P 6-7 657 0.10 0.34 a.43 1 Sp- 7-9 727 0.12 a.24 0.45 1 0-9 727 0.12 a'2a 0.39 1 9-10 270 0.04 a.21 0.25 1 10-11 292 0.05 a'37 0.40 1 -SP 11-12 -741 0.15 0'37 0'So 1 SP- 12-13 -741 0.15 a'32 a.45 1 13-14 -11a6 0.24 0'32 0.53 1 e 14-15 -1196 0.24 0.24 0.47 1 15-16 -1110 0.22 0.29 D.50 1 16-17 -1110 0.23 0'29 0'51 1 17-18 -5490.40 0.So 1 18-19 -554 0.11 0.58 0.66 1 -SP 19-20 0 0.00 0.56 0.58 1 SP- ' EC FORCE AXL HND CSI ID SCRWS 21-22 0 0.00 0." 0.14 1 22-23 -208 0.00 0.22 0.22 1 23-24 -329 0.07 0.22 0.29 1 24-25 -471 0.06 0.14 0.19 1 25-26 -642 0.12 0.12 0.23 1 26-27 -727 0.14 0.38 0.51 1 27-28 -727 0.14 0.30 0.51 1 -SP 28-29 178 0.03 0.23 0.26 1 .;SP 24 0.00 0.44 0.94 1 -SP 1.2-12 m `'�3-10-4 n' �' ^' NEi 43-30 -375 0.07.0.44 o.so 1 sP- , .-+ N 3-11-7 c�'t3-10-7 fi�. 3-10- � m3-9 7 T rL 3031 -292 0.06 o.3a o.a1 1 1s-os 1-2-12 N ^t7-1-0 m =a �14-1-3 °18-1-7 22-1-11 +26-0-15 N 31-32 741 0.12 0.44 0.44 1 SP- 32-33 741 0.10 0.32 0.41 1 21-2$ 33-34 1386 0.15 0.16 0.31 1 1 2- 3 5 7 9 10 11 13 15 17 19 34-35 1186 0.15 D.14 0.29 1 6 8 12 14 16 18 20 35-36 1130 0.18 0.23 0.27 1 36-37 1110 0,14 0.22 0.36 1 6.60 37-39 549 0.07 0.22 0.29 1 OS-1S 38-44 114 0.00 0.21 0.21 1 44-39 ae 0.01 0.09 0.00 1 .. T 39-40 87 0.01 0.09 0.09 1 40-41 208 0.03 0.06 0.10 1 3-11-8 /3- -8 3-11-8 WE FORCE CSI ID SCRWS 30-42 374 0.23 1 l �S 1s 1 42-10 -243 0.33 1 -5-0 38-45 145 0.32 1 45-18 -903 0.52 1 1-2 1 -37 0.01 1 2-22 121 0.02 1 1-1-0 B1 8-0-- 3_ 62 B3 W:308W:508 W:112 23 370 0.11 1 R:196 R:1798 R:771 4-25 -440 0.16 1 U:-27 U:-781 _ U:-375 5-25 440 0.36 1 �0-2-1'1 99 1-12 7-26 -732 0.86 1 22 25 27 l 30 28-3-833 � q5 37 r 39 4�1 8-27 -655 D.76 1 16-1 I+V 28-43 -975 0.41 1 SP-SP �21 23 24 26278 2931 32 34 36 38 40 9-42 769 0.30 1 1-2-12 m m 3-11-7 m S�'3-10-7 J�3-10-7 rnu73-9-7 N m12-32 11-31 -1261 .71469 0ril .09 1 SP-8Pm h cG tmv 143-0 ;{ 18-3-4 ; m22-3-6 � r2Lt26-2-12 , rb ?�m' 1-2-12 .It � m N ® N N N 13-33 -563 0.92 1 14-34 116 0.02 1 15-35 98 0.15 1 16-36 -346 0'23 1 17-37 707 a'51 1 19-45 985 0.38 1 SP-SP OVER 3 SUPPORTS 40-44 301 0.06 1 Scale:5/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUTfRUSS sections and is for an individual building component,not a trttss system,Bracing Dsgn Chk: S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUwhich must be considered by the building designer. Bracing shouts is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. Ilie Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified, TC Dead 15.00 psf Bulldg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:12: 6 TOTAL 45.00 psf Seqn S8.1.0 - 7042 Job Name: CIUPERGER Truss ID: H19A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 101.06 20-41 -717 0.83 a UPLIFT REACTIONS) : TBIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1 -126 lb -130 lb -279 lb Loaded for 10 PSF non-concurrent BOLL. max o.C. from to 2 -781 lb -649 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 3- 8 3 -375 lb -364 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 3- 8 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 TC 1 20TC20 50 End verticals are designed for axial loads BC 1 20TC20 50 only unless noted otherwise. REACTIONS WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT 80RZZ This truss is designed using the (if any) have been designed for loads 1 1- 2-12 3.50" 196 208 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 8- 0- 0 5.50" 1798 0 Bldg Enclosed = Yes, the end of the extensions have not been 3 28- 2-10 1.75" 771 208 Truss Location = Not End Zone considered unless shown. A drop-leg to an Exp Cat ego B otherwise unsupported wall may create a Bldg Length= 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design Mean roof height = 12.06 ft, mph = 160 consideration (by others). Occupancy Category 11, Wind Dead Load = 7.20 ps2O psf bottom chord live load NOT required Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for - Low-rise and Components and Cladding attics with limited storage. Tributary Area = 57 sgft DEFLECTION LOC. ALLOW. LC Vert TL: -0.14" (L/999) 14-15 L/180 47 Vert LL: -0.06" (L/999) 14-15 L/240 47 Horz TL: 0.04" Cantilever Vert TL: -0.02" (L/594) 21-22 L/ 90 47 Vert LL: --0.02" (L/848) 21-22 L/120 47 -- Joint Locations 1 0- 0- 0 24 4- 5- 2 2 1- 2-12 25 4- 7- 6 3 3- 0-12 26 7- 9-12 4 3- 2-12 27 B- 0- 0 5 6- 9-13 28 8- 1- 6 6 7- 1- 0 29 10- 1-12 7 7- 3- 2 30 10- 1-12 8 8- 0- 0 31 10- 3- 9 9 8- 2- 2 32 14- 3- 0 10 10- 1-12 33 14- 4-13 11 14- 1- 3 34 18- 3- 4 12 14- 3- 0 35 18- 5- 1 13 16- 1- 7 36 22- 3- 8 14 18- 3- 4 37 22- 5- 5 15 22- 1-11 38 26- 2-12 16 22- 3- B 39 26- 2-12 17 26- 0-15 40 28- 1- 1 18 26- 2-12 41 28- 3- 8 19 28- 0- 5 42 10- 1-12 20 28- 3- 8 43 10- 1-12 21 0- 0- 0 44 26- 2-12 22 1- 2-12 45 26- 2-12 23 1- 4-13 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Truss design on this sheet is only valid with hrGTRUSS sections and is for an individual building component,not a truss system.Bracing Chk: which my this cowing is not erection bracing,wind bracing,shoal bracing or similar bracing which is of the building design and Dsgnr: EMW only which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec; AISI-2001 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss TO Dead 15.00 psf Buildg Spec: IRC-2015 configuration and spurns specified. )Tien the specife•d screw count cannot be achiever!at the chord to web connections,et 16 gauge gusset plate must be BC Live 0.00 psf added on both sides gjthe connection.Ttpicalty,gnyrer plates•are(it pitch break joints." BC Dead 10.00 psf Date: 3/15/2017 @ 21:12: 6 Min.screw spachig=9,76"and min.edge distance =9:16". TOTAL 45.00 psf Segn S0.1.0 - 7042 Job Name: CIUPERGER Truss ID: H19E Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 81.55 TC FORCE xrm Into cs1 ID SCRWS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 o.00 0.44 0.44 1 -SP Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -461 0.09 0.42 0.54 1 SP-SP 1 -446 lb -439 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -775 0.16 0Ad C.58 1 SP- 2 -463 lb -435 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 23- 0-10 4-5 -1181 0.24 0.44 0.65 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 22-11-12 5-6 -1419 0.29 0.27 0.55 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1507 0.30 0.27 o.ss I BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -1503 0.31 0.25 0.56 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 6-9 -I529 0.31 0.25 0.55 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -1115 0.22 0.50 0.71 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 0-14 1.7511 1022 -53 10-11 -1025 0.21 0.50 0.69 1 -SP Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22-10- 0 3.50" 1046 -53 11-12 -362 0.07 0.46 0.52 1 SP-SP Truss Location = Not End Zone otherwise unsupported wall may create a 12-23 -724 0.14 0.59 0.73 1 SP-SP Exp Category = B hinge effect that requires additional design 13-14 86 0.01 0.59 0.59 1 SP- Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). r Mean roof height = 12.06 ft, mph = 160 20 psf bottom chord live load NOT required BC FORCE AM mto COX ID SCRWS Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for 15-16 53 0.00 0.84 0.84 1 SP-SP Designed as Main Wind Force Resisting System attics with limited storage. 16-17 461 0.08 1.00 1.00 1 SP-SP - Low-rise and Components and Cladding 17-18 775 0.13 0.46 0.57 1 SP- Tributary Area = 46 sqft 18-19 1181 0.15 0,31 0.46 1 19-20 1419 0.18 0.31 0.49 1 20-21 1507 0.25 0.50 0.50 1 DEFLECTION LOC. ALLOW. LC 21-22 1503 0.19 0.19 0.38 1 Vert TL: -0.19" (L/999) 20-21 L/180 1 22-23 1529 0.25 0.26 0.51 1 Vert LL: -0.08" (L/999) 20-21 L/240 1 23-24 1115 0.14 0.31 0.44 I Horz TL: 0.04" 24-25 1025 0.13 0.38 0.51 1 -SP 25-26 335 0.04 0.49 0.49 1 SP-SP == Joint Locations =-- 26-27 0 0.00 0.08 0.09 1 SF- 1 0- 0- 0 15 0- 0- 0 2 1- 9-10 16 0- 3- 4 WEB FORCE COX ID statws �, c� m 3 2- 0- 0 17 3- 3-11 1-15 24 0.00 1 SP- 1-9-10 `P 3-8-3 Y oSS 3-8-4r^ � 3-10-7 3-8-6 3 8-7 r^ ni d7 4 5- 8- 3 16 3- 6- 0 2-16 -1232 0.53 1 sP-sP 1-9-10 m N 5-8-3 9-6-11 m ° 13-7.5 17-3-11 m 21-2-3 ^� r 5 5-10- 7 19 8- 2- 2 3-17 966 0.45 1 SH-SP 6 9- 6-11 20 8- 4- 7 4-19 -815 0.40 1 21-4-3 1-7-9 7 9- B-14 21 13- 0-12 5-29 458 0.25 1 8 13- 7- 5 22 13- 2-14 6-20 -293 0.37 1 1 2 4 6 8 9 1113 9 17- 3-11 23 13- 5- 1 7-21 67 0.09 1 3 5 7 10 12 14 10 17- 5-12 24 17-11- 2 6-22 -272 0.32 1 -6.00 I 11 21- 2- 3 25 is- 1- 5 9-23 590 0.46 1 12 21- 4- 3 26 22- 8- 8 10-24 -764 0.99 1 13 21- 7- 6 27 22-11=12 11-25 1096 0.73 1 SP-SP T 14 22-11-12 13-26 -1167 0.44 1 SP-SP 14-27 97 0.02 1 3-�3-11-8 3_ 2 rHIP g 3-11-8 B1 B2 W:112 W:308 11:1022 R:1046 U:346 U:1463 16 18 20 22-11-12 22 25 27 15 17 19 2123 24 26N 0-3�, 3-0.6 m 4-8-2 4-8 ., 4-6-1 on 4-7-3� 0-3-4 3-3-11 m 8-2-2 �� 13-0-12 + 3, 17-11-2 ru m 22 8-8 m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:3/16"=1' WARNING Read all notes on this sheet and verify all design parantetenr. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with ATMUSS sections and is for an individual building component,not a truss sjstem.Bracing Dsgn Chk: OTM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUS which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20,00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2016 BC Live 0.00 psf BC Dead 10.00 psf Date: 3i15/2017 @ 21:12: 1 TOTAL 45.00 psf Seqn S8.1.0 - 7043 Job Name: CIUPERGER Truss ID: H2OA Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 110.89 TC FORCE ARL. BND CSI ID SCARS 1-2 38 0.00 0.17 0.17 1 2-3 64 0.00 0.17 0.18 1 3-4 291 0.03 0.23 0.26 1 4-5 320 0.05 0.26 0.30 1 5-6 504 0.07 0.37 0.37 1 6-7 Sal 0.10 0.79 0.96 1 -Sr 7-8 -241 0.05 0.79 0.83 1 SP- 8-9 211 0.05 0.76 0.50 1 -SP 9-10 106 0.01 0.46 0.48 1 SP- 10-11 104 0.02 0.37 0.39 1 -SP 11-12 -761 0.15 0.37 0.51 1 SP- 12-13 -761 0.16 0.30 0.44 1 13-14 -1026 0.21 0.30 0.49 1 14-15 -1026 0.21 0.24 0.43 1 15-i6 -918 0.IS 0.31 0.48 1 16-17 -91a 0.19 0.31 0.48 1 17-18 -440 0.09 0.46 0'54 1 18-19 -440 0.09 O.64 0'72 1 -8P 19-20 0 0.00 0.64 0.64 1 SP- EC FORCE AEL BtiD CSI ID SCRRS 21-22 0 0.00 0.13 0.13 1 22_23 -262 0.00 0.31 0.31 1 23_24 -236 0.05 0.06 0.30 1 24-25 -236 0.05 0.42 0.47 1 25-26 -409 0.08 0.54 0.62 1 26-27 -4D9 0.08 0.54 0.74 1 -9P 27_2a 240 0.04 0.32 0.36 1 9P- 28-29 92 0.01 0.39 0.34 1 m 29-a2 77 0.01 0.22 0.23 1 1-2-12T �' m m .:3-11_ -4 N c�i3-10_4�+ rh3-10-12 3-1012 T. tL m r�tp f l� N 42-30 117 0.01 o.zz o.24 1 _ _ �I rl1�v m .'. m m -�18-1.4 16 `�22-2-0 26-0-12 '6 �r A Fr 1 2 12 14-1-0 30-31 201 0.00 0.35 0.40 1 1S-OS 31-32 761 0.10 0.69 0.69 1 SP- 9-1-0 19-2-8 32_33 761 0.10 0.32 0.41 1 1 2 4 6 7 9 10 11 13 15 17 19 33-34 3026 0.13 0.17 0.29 1 38 12 14 16 18 20 34-35 1026 0.17 0.10 0.26 1 35-36 918 0.12 0.13 0.25 1 6.00 36_37 918 0.12 0.24 0.35 1 37-39 440 0.06 0.24 0.29 1 03-is 8_4 4 13 6 0.02 0.18 0.19 1 T T 49-39 43 0.00 0.18 0.18 1 39_40 73 0.01 0.08 0.00 1 40_41 262 0.04 0.07 0.12 1 4-11-8 741 -8 4'1-8 WEB FORCE C9Z ID 9CRWS 111 30-43 642 0.21 1 43-10 -399 0.53 1 S 13 38-45 168 0.23 1 --V•5-Q -46 45-18 -882 0.97 1 1-21 -51 0.01 1 2-22 -188 0.04 1 B1 B2 B3 3-23 -246 0.22 1 1-1-0 W:308 8-0-0 W:508 W:112 4-24 129 0.02 1 R:250 RA608 R:829 5-25 -324 0.42 1 U:-14$g U:-751 U:-394 6-26 197 0.03 1 l 10-2-12 I 2-1-12 7-27 -1351 0.76 1 SP-SP 22 24 262R 40 28-3-8344 65 '47 39 g1 28-42 -355 0.13 1 121 23 2627 2931 32 34 36 38 40 9-43 1069 0.58 1 sP-SP 11-31 -989 0.71 1 SP-sP 1-2-12 ,33-8 v a'I t`�13-11-4 m3-10-4 I tn3-10-12 3-10-12 N oP 13-33 -401 o.eo 1 1-2-12 4�-4 m V mlmm1d,14-3-0 m�'18-3-4 m1m 22-4-0 26-2-12 N 14-34 112 0.03 1 15-35 158 0.22 1 16-36 -404 0.47 1 17-37 681 0.61 1 19_45 1002 0.59 1 SF-SP OVER 3 SUPPORTS 40-44 357 0.07 1 Scale:5/32"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: FM WO:Ciuperger Truss design on this sheet is only valid with NTMUSS sections and is for an individual building component,not a muss system.Bracing Dsgn Chk: S S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which most be considered by the building designer. Bracing shout is lateral bracing of truss members only My additional bracing, Cutting T temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss TC Dead 15.00 psf Bulldg Spec: IRC-2015 configuration and spans specified. BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:13: 2 TOTAL 45.00 psf Seqn S8.1.0 - 7044 Job Name: CIUPERGER Truss ID: H2OA Qt 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 110.89 20-41 -761 0.46 1 UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied. Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1 -145 lb -132 lb -105 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2 -751 lb -653 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 3- 8 3 -394 lb -387 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 3- 8 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 TC 1 20TC20 50 End verticals are designed for axial loads BC 1 20TC20 50 only unless noted otherwise. REACTIONS WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ This truss is designed using the (if any) have been designed for loads 1 1- 2-12 3.50" 250 262 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 8- 0- 0 5,50" 1608 0 Bldg Enclosed = Yes, the end of the extensions have not been 3 28- 2-10 1.75" 829 262 Truss Location = Not End Zone considered unless shown. A drop-leg to an Exp Category = B otherwise unsupported wall may create a Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design Mean roof height = 12.56 ft, mph = 160 consideration (by others). Occupancy Category II, Wind Dead Load = 7.20 psf0 psf bottom chord live load NOT required Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for - Low-rise and Components and Cladding attics with limited storage. Tributary Area = 57 sq£t DEFLECTION LOC. ALLOW. LC Vert TL: -0.15" (L/999) 12-13 L/180 47 Vert LL: -0.07" (L/999) 12-13 L/240 47 Horz TL: 0.06" Cantilever Vert TL: 0.03" (L/430) 21-22 L/ 90 53 Vert LL: 0.03" (L/452) 21-22 L/120 53 Joint Locations - 1 0- 0- 0 24 4- 7- 6 2 1- 2-12 25 7-10- 1 3 1- 4- 6 26 8- 0- 0 4 4- 7- 6 27 8- 2- 3 5 4- 9- 9 28 8- 3-14 6 8- 0- 0 29 10- 1-12 7 8- 9-11 30 10- 1-12 8 9- 1- 0 31 10- 3-12 9 9- 3- 2 32 14- 3- 0 10 10- 1-12 33 14- 5- 0 11 14- 1- 0 34 18- 3- 4 12 14- 3- 0 35 18- 5- 5 13 18- 1- 4 36 22- 2- 0 14 18- 3- 4 37 22- 4- 0 15 21-11-15 38 26- 2-12 16 22- 2- 0 39 26- 2-12 17 26- 0-12 40 28- 1- 1 18 26- 2-12 41 28- 3- 8 19 28- 0- 4 42 10- 1-12 20 28- 3- 8 43 10- 1-12 21 0- 0- 0 44 26- 2-12 22 1- 2-12 45 26- 2-12 23 4- 6- 4 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Truss design on this sheet is only valid with NT=USS sections and is for an individual building component,not a truss system.Bracing Chk: A shown on this cowing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and v` which must be considered by the building designer. bracing shouvt is lateral bmcing o('truss members only Any additional bracing, Dsgnr' EMf7 temporary ancVor permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI-2001 A Precision Steel Framing Product indicates only that the truss assembly shoot on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spats specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 117hen the specified screw cotun cannot be achieved at the chord to ireh connections,a 16 gauge gusset plait:must be BC Live 0.00 psf added on both sides of the connection.T}PicaQp,giuset plates are at pitch break joints." BC Dead 10.00 psf Min.screte spacing=9,76"and min.edge distance=9,46". Date: 3/15/2017 @ 21:13: 2 TOTAL 45.00 psf Segn S8.1.0 - 7044 Job Name: CIUPERGER Truss ID: H2OB Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 89.13 TC FORCE ruc. arm CSX ID SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.52 0.51 1 -SP Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -369 0.07 0.49 0.57 1 SP-SP 1 -465 lb -450 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 3-4 -612 0.13 0.50 0.61 1 SP- 2 -479 lb -428 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 23- 0-10 4-5 -987 0.20 0.50 0.68 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 22-11-12 5-6 -1115 0,23 0.32 0.54 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1219 0.24 0.32 0.54 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -1182 0.25 0.27 0.51 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -1111 0.22 0.40 0.68 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -768 0.16 0.40 0.62 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 0-14 1,75" 1022 -117 10-11 -737 0.15 0.14 0.27 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22-10- 0 3.50" 1046 -117 11-12 -822 0.16 0.17 0.32 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -781 0.16 0.23 0.37 1 -SP Exp Category = B hinge effect that requires additional design 13-14 48 0.01 0.23 0.23 1 SP- Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). Mean roof height = 12.56 ft, mph = 160 20 psf bottom chord live load NOT required ac FORCE A2I, arm CS1 ID SCRWS Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for 15-16 117 0.00 0.85 0.85 1 SP-SP Designed as Main Wind Force Resisting System attics with limited storage. I 16-17 369 0.06 1.01 1.01 1 SP-SP - Low-rise and Components and Cladding 17-18 612 0.10 0.46 0.55 I SP- Tributary Area = 46 sqft 18-19 987 0.12 0.29 0.40 1 19-20 1115 0.15 0.29 0.42 1 20-31 1219 0.15 0.29 0.39 1 DEFLECTION LOC. ALLOW. LC 21-22 1182 0.15 0.31 0.45 1 Vert TL: -0.15" (L/999) 22-23 L/180 1 22-23 1111 0.19 0.69 0.69 1 Vert LL: -0.06" (L/999) 22-23 L/240 1 23-24 760 0.10 0.26 0.35 1 Horz TL: 0.03" 24-25 73D 0.09 0.43 0.52 1 25-26 432 0.05 0.43 0.47 1 -SP - Joint LocationS --- 26-27 0 0.00 0.04 0.04 1 SP- 1 0- 0- 0 15 0- 0- 0 T T TN ra m 2 1- 9-10 16 0- 3- 4 wea FORCE csI m scRvrs 1-9-10 `a�,.l 4-1-11I'' 4-1-11I cp 4-1-12 cp 4-1-15 " 3 2- 0- 0 17 3- 3-10 1-15 30 0.01 1 SP- m m ota 4 6- 1-11 18 3- 6- 0 2-16 -1213 0.78 1 SP-SP 1-9-10 m N 6-1-11 105-12 m 14-9-14 m 19.2-2 m -� N N 5 6- 4- 1 19 8- 2- 1 3-17 926 0.64 1 SP-SP 19-4-4 3-7-8 6 10- 5-12 20 8- 4- 7 4-19 -777 0.58 1 1 2 4 6 8 10 12 14 7 10- 8- 2 21 13- 0- 8 5-19 359 0.28 1 8 14- 9-14 22 13- 2-14 6-20 -258 0.51 1 3 5 7 9 11�1.3� 9 IS- 0- 3 23 17-11- 0 7-21 -05 0.17 1 .6.00 10 19- 2- 2 24 18- 1- 5 6-22 250 0.12 1 11 19- 4- 4 25 18- 3-10 9-23 -663 0.52 1 12 20- 9- 6 26 22- 8- 8 10-24 194 0.12 1 13 20-11-12 27 22-11-12 12-25 0. 1 T 14 22-11-12 13-26 -1081 081 0.5252 1 SP-SP 14-27 52 0.02 1 4-11-8 4- T 4-11-8 1 3--12 SHIP 131 132 W:112 W:308 111022 R:1046 U:465 U:-479 is 18 20 22-11-12 22 24 47 15 17 19 21 2325 26N 0-3-4 3-0-6 4-8-1 4-8-1 a 4-8-2 m 4-1-14 I cp �! ti M ry T m ~� 0-3-4 3-3-10 T n 8-2-1 - 13-0-8 m 17-11-0 m 22-8-8 7 �� m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:3116"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NIMUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing, portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUS which must be considered by the building designer. ©racing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2016 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:13: 7 TOTAL 45.00 psf Seqn S8.1.0 - 7045 Job Name: CIUPERGER Truss ID: H21A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 117.91 TC FORCE AXL SND CSI ID SCRRS - 1-2 29 0.00 0.10 0.10 3, 2-3 85 0.01 0.32 0.32 1 3-4 -222 0.04 0.30 0.34 1 4-5 _I97 0.02 0,77 0.77 1 5-6 222 0.04 0.50 0.52 1 -SP 6-7 -342 0.07 0.50 0.56 1 SP- 7-e -401 0.06 0.28 0.34 1 8-9 -388 0.06 0.42 0.48 1 9-10 -699 0.13 0.42 0.54 1 30-11 -443 0.08 0.37 0.44 1 11-12 _782 0,15 0,41 0.55 1 12-13 -834 0.17 0.40 a.55 1 13-14 -946 0.19 1 23 0.10 1 14-15 _950 0.19 0.25 O.d2 1 15-16 -812 0.16 0.25 0.40 1 16-17 -801 0.16 0.32 0.46 1 17-10 -365 0.07 0.32 0.38 1 18-19 -363 0.07 0.71 0.77 1 -SP 19-20 0 0.00 0.71 0.71 1 SF: SO FORCE M SND CSI ID SCE:iS 21-22 0 0.00 0.19 0.18 1 22-23 -314 0.00 0,18 0.18 1 23-24 -275 0.03 0.22 0.22 1 24-25 -145 0.02 0.12 0.14 1 25-26 241 0.01 0.14 0.15 1 -9P 26-27 241 0.01 D.14 0.15 1 SP- 27-20 73 0.01 0.10 0.11 1 N tG C." .-i m za-43 25 0.00 0.1E 0.19 1 1-2-12 4-7 6 �, 'P c3-9-11 3-7$ �' m ry m 43-29 73 0.01 0.18 0.19 1 --i �t�7 .t+ r�] .�-�-� N 1-2-12 7 10 2 18-8 6 22-3-14 29-30 362 0.05 0.36 0.40 1 IS- OS 30-31 424 0.06 0.43 0.43 i 11-1-0 17-2-8 31-32 783 0,11 0.32 0.41 1 1 2 3 5 7 8 9 11 12 14 16 18 19 32-33 834 0.1D 0.15 0.25 1 4 6 10 13 15 17 20 33-34 945 0.12 0.15 0.27 1 34-35 950 0.12 0.17 0.29 i 6.00 35-36 812 0,10 0.30 0.39 1 36-37 801 0.10 0.64 0.3 664 1 37-44 396 0.03 a.20 0.22 1 0 3 - 19 38-44 161 0.03 0.20 0.22 1 44-39 43 0.00 0.20 0.20 1 39-40 -82 0.02 0.09 0.30 1 40-41 314 0.05 0.09 0.14 1 5-11-8 .g 5-11-8 WEB FORCE CSX ID SCRN9 1 1 29-4-42 608 0.2323 3 42-8 -113 0.18 1 .y 38-45 583 0.19 1 �S I T,, 45-18 -366 0.69 1 �-5-0 i, •r 1-21 -44 0.01 1 2-22 109 0.02 1 3-23 -300 0.15 1 131 B2 B3 4-24 242 0.07 1 1-1 0 w'308 8:2 W:508 W:112 5-25 290 0.41 1 R:374 R:1320 R:898 6-26 -1196 0.55 1 sP-8p U:-2433 U•-670 U:-441 2 7-43 188 0.07 1 70-2-12 2-1-12 7-42 787 0.36 1 99 r. 97 4 28-3-52 Is-1 1� 1R 3R dh 9-30 -675 o.3e 1 �21 23 24 26 2830 31 33 35 3739 41 11-31 736 0.63 1 12-32 -517 0.89 1 1-2-12 rn Y3-10-9 18 �r3-9-9 cp3-10-10 13-33 214 0.26 1 1_'j_1'j N �, N ti CP l N �14-2-B 18-0-0 N a,21-11-13^l ri126-0-10 � Ql LlD m tD � l 14-34 112 0.16 1 (n1V r7lm rill 15-35 -245 0.57 1 16-36 356 0.24 1 17-37 -733 0.65 1 19-45 1016 D.96 I SP-8P OVER 3 SUPPORTS 40_44 423 0.os 1 Scale:5/32"=V WARNING Read all notes on this street and verify all design parameters. Designer: Eclw wo:ciuperger Truss design on this sheet is only valid with b'UTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N S STM shouu on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and'or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shotva on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:13: 8 TOTAL 45.00 psf Seqn S8.1.0 - 7046 Job Name: CIUPERGER Truss ID: H21A Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 117.91 20-41 -ass 0.71 r UPLIFT REACTION(S)• : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1 -243 lb -192 lb Loaded for 10 PSF non-concurrent BCLL. max o.c, from to 2 -670 lb -592 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 3- 8 3 -441 lb -428 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 3- 8 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 TC 1 20TC20 50 End verticals are designed for axial loads BC 1 20TC20 50 only unless noted otherwise. REACTIONS WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ This truss is designed using the (if any) have been designed for loads 1 1- 2-12 3.50" 374 314 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 8- 0- 0 5.50" 1320 0 Bldg Enclosed = Yes, the end of the extensions have not been 3 28- 2-10 1.75" 898 314 Truss Location = Not End Zone considered unless shown. A drop-leg to an Exp Category = B otherwise unsupported wall may create a Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design Mean roof height = 13.06 ft, mph = L60 consideration (by others). Occupancy Category II, Wind Dead Load = 7.20 ps2O psf bottom chord live load NOT required Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for - Low-rise and Components and Cladding attics with limited storage. Tributary Area = 57 sqft DEFLECTION LOC. ALLOW. LC Vert TL: -0.13" (L/999) 11-12 L/180 50 Vert LL: -0.06" (L/999) 11-12 L/240 50 Horz TL: 0.05" Cantilever Vert TL: 0.02" (L/738) 21-22 L/ 90 46 Vert LL: 0.02" (L/691) 21-22 L/120 46 Joint Locations -- 1 0- 0- 0 24 4- 5- 3 2 1- 2-12 25 4- 7- 6 3 3- 0-12 26 8- 0- 0 4 3- 2-12 27 B- 1- 6 5 7-10- 2 28 10- 1-12 6 8- 0- 0 29 10- 1-12 7 8- 2- 6 30 SO- 3-15 8 10- 1-12 31 14- 0- 3 9 10- 9-11 32 14- 2- 8 SO 11- 1- 0 33 18- 0- 0 11 11- 3- 2 34 18- 2- 4 12 14- 8- 7 35 21-11-13 13 14-10-11 36 22- 2- 0 14 IS- 6- 3 37 26- 0-10 15 18- 8- 6 38 26- 2-12 16 22- 3-14 39 26- 2-12 17 22- 6- 1 40 28- 1- 1 18 26- 2-12 41 28- 3- 8 19 28- 0- 4 42 10- 1-12 20 28- 3- 8 43 10- 1-12 21 0- 0- 0 44 26- 2-12 22 1- 2-12 45 26- 2-12 23 1- 4-13 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verify till design parameters. WO:Ciuperger Truss design on this sheet is only valid with NTMUSS sections and is for an individual building component,not a truss system.Bracing Chk: NUTR U S STM sho wn on this drawing is not erection bracing,wind bracing,ponal bmchtg or similar bracing which is pan of the building design and Dsgnr: EMW which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI-2001 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss TC Dead 15.00 psf Buildg Spec: IRC-2015 configuration and spans specified. ff?ien the sneclfed screw count cannot be achieved at the chord to trek connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides ojdhe connection.Tipirafll gusset plates are at pitclr break joints." BC Dead 10.00 psf Date 3/9 5/2017 @ 21:13: s Alin.scree,spacing=9,16"and min.edge disiance 2/6". TOTAL 45.00 psf Seqn S8.1.0 - 7046 Job Name: CIUPERGER Truss ID: H21 B (fit : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 97.12 xc FORCE . AW aura csx 1D SCRws UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.43 0.43 1 -SP Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -301 0.06 0.41 0.53 1 SP-SP 1 -490 lb -464 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 3-4 -509 0.10 0.45 0.54 1 SP- 2 -482 lb -419 lb Drainage must he provided to avoid ponding. TC 12.00" 0- 0- 0 23- 0-10 4-5 -771 0.15 0.45 D.59 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.0011 0- 0- 0 22-11-12 5-6 -930 0.19 0.25 0.42 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -983 0.20 0.25 0.43 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -99D 0.20 0.37 0.55 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -1006 0.20 0.38 0.56 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -734 0.15 0.27 0.40 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 0-14 1.75" 1022 -178 10-11 -889 0.18 0.13 0.29 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22-10- 0 3.50" 1046 -178 11-12 -828 0.06 0.50 0.50 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -777 0.16 0.36 0.50 1 -SP Exp Category = B hinge effect that requires additional design 13-14 58 0.01 0.41 0.41 1 SP- Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). Mean roof height = 13.06 ft, mph = 160 20 psf bottom chord live load NOT required BC FORCE AXL Blro csx 1D SCRwS Occupancy Category II, Wind Dead Load = 7.20 psfi this truss, per IBC/IRC requirements for 15-16 178 0.00 0.84 0.84 1 SP-SP Designed as Main Wind Force Resisting System attics with limited storage. 16-17 301 0.05 1.00 1.00 1 9P-sP - Low-rise and Components and Cladding 17-18 509 0.08 0.46 0.53 1 SP- Tributary Area = 46 sgft 18-19 771 0.10 0.33 0.42 1 19-20 930 0.12 0.33 0.44 1 20-21 983 0.16 0.55 0.56 1 DEFLECTION LOC. ALLOW. LC 21-22 990 0.13 0.16 0.29 1 Vert TL: -0.151' (L/999) 20-21 L/180 1 22-23 1006 0.13 0.29 0.41 1 Vert LL: -0.06" (L/999) 20-21 L/240 1 23-24 719 0.09 0.29 0.38 1 Horz TL: 0.03" 24-25 702 0.09 0.30 0.39 1 25-26 435 0.05 0.52 0.52 1 -SP -- Joint Locations =- 26-27 0 0.00 0.02 0.02 1 SP- ti Tom' a m 1 0- 0- 0 15 0- 0- 0 1-9-10 3-7-11 3-7-12 `{' r� 3-10-1 3 8-0 � 3-1-15 `PI �' 2 1- 9-10 16 0- 3- 4 WEB FORCE csx m scRws "t' m -� � 3 2- 0- 0 17 3- 3-10 1-25 22 0.01 1 SP- 1-9-10 m N 5.7-11 6 9-5-13 13-6-3 17-2-3 m 20-9-6 m ri 4 5- 7-11 18 3- 6- 0 2-16 -1180 0.61 1 sP-sP 17.4-4 6-7-8 5 5-10- 1 19 8- 2- 1 3-17 941 0.95 1 sP-sP 1 2 4 6 B 1 12 14 6 9- 5-13 20 8- 4- 7 1 4-18 -759 0.71 1 3 5 7 1 3 7 9- 8- 2 21 13- 0-10 5-19 426 0.56 1 8 13- 6- 3 22 13- 2-14 6-20 -284 0.68 1 6.00 9 17- 2- 3 23 13- 5- 0 7-21 -95 0.27 1 10 17- 4- 4 24 17-11- 2 8-22 -338 0.78 1 11 17- 7- 7 25 18- 1- 5 9-23 527 0.55 1 12 20- 9- 6 26 22- 8- 8 11-24 -319 0.71 1 13 20-11-12 27 22-11-12 12-25 487 0.17 1 14 22-11-12 13-26 -1088 0.52 1 SP-SP 14-27 27 0.01 1 5.11-8 JZ _ T 5.11-8 SHIP 3-1-12 1 B1 B2 W:112 W:308 11:1022 11:1046 U:-490 U:-482 r,B 48 20 22-11-12 22 29 27 15 17 19 2123 24 26N 0-3 3-0 6 m --8-1 4 8 3 m 4 6-1 u7 4-7 I 0-3 4 3 3-10 no m 8-2-1 m� 13-0-10 �� 17-11-2 mlm 22-8-8 ml Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:3/16"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design On this sheet is only valid with NUrRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: ■U �TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spurs specified. TC Dead 15.00 psf BuildgSpec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:13: 4 TOTAL 45.00 psf I Seqn S8.1.0 - 7047 Job Name: CIUPERGER Truss ID: H22A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 125.74 TC FORCE AXL BND CSI ID SCRWS - 1-2 30 0.00 0.10 0.10 1 2-3 85 0.01 031 0.31 1 3-4 -20H 0.04 0..30 0.33 1 4-5 -227 0.01 0.77 0.77 1 5-6 -338 0.05 0.53 0.56 1 -SP 6-7 -283 0.05 0.53 0.58 1 SP- 7-H -341 0.01 0.27 0.28 1 0-9 -36 0.05 0.32 0.36 1 9-20 -731 0.14 0.26 0.39 1 10-11 -544 0.10 0.30 0.39 1 11-12 -594 0.11 0.32 0.43 1 12-13 -724 0.14 0.30 0.42 1 13-14 -749 0.15 0.17 0.30 1 14-15 -749 0.15 D.22 0.35 1 15-16 -650 0.13 0.22 0.34 1 16-17 -60a 0.12 0.26 0.37 1 17-18 -295 0.05 0.35 0.39 1 18-19 -293 0.06 0.70 0.75 1 -SP 19-20 0 0.00 0.70 0.70 1 SP- Be FORCE AXL BM CSI ID SCR'AS 21-22 0 0.00 0.17 0.17 1 22-23 -359 0.06 0.13 0.19 1 23-24 -260 0.03 0.22 0.22 1 24-25 167 0.02 0.13 0.14 1 25-26 237 0.01 0.14 0.15 1 -SP 26-27 237 0.01 0.14 0.15 1 9P- TN N ry m .ti .•a .y .N-i N m 27-28 84 0.01 0.10 0.11 1 1-2-1 2 �I N 4-7-6 �7 O7 m N rN m 28-43 25 0.00 0.21 0.21 1 1_2_12 N t•f 7-10-2 m m m to .� n'a .� to .� t41 N N N N 43-29 120 0.02 0,21 0.22 1 29-30 297 0.04 0.32 0.35 1 is-OS I 13-1-0 l 15-2-8 30-31 528 0.08 0.38 0.39 1 1 2 3 5 7 8 9 11 12 14 16 18 19 31-32 593 0.08 0.31 0.39 1 4 6 10 13 15 17 20 32-33 724 0.09 D.I. 0.23 1 33-34 749 0.10 0.14 0.24 1 6.1 34-35 749 0.10 0.16 0.25 1 35-36 650 0.08 0.31 0.39 1 36-37 407 0.08 0.64 0.64 1 37-3a 4-14 0.05 0.3a 0.36 1 0 3 -19 38-44 183 0.03 0.22 0.24 1 44-39 43 0.00 0.22 0.22 1 39-40 -90 0.02 0.10 0.12 1 40-41 359 0.06 0.10 0.16 1 t t 6-11-8 .8 6-11-8 WEB FORCE c9I ID arms 29-42 486 0.21 1 42-8 -203 0.31 1 38-45 590 0.15 1 45-18 -342 0.92 1 �S 1s 1-21 -42 0.01 1 �-5-0 2-22 115 0,02 1 3-23 -293 0.15 1 9-22 115 0.02 1 W: W- 5-25 289 0.47 1 1-1-0t'lW:308 8-0-0 W:508 W:112 6-26-1223 0.57 1 SP-SP R:351 R:1380 11:885 27-43 316 0.11 1 U:-18gg U:-744 U:•448 7-42 776 0.44 1 10-2-12 l ;-1-12� 9-30 -629 0.59 1 22 2.r. 27 29 28-3-82 �r_11�3e1 36 38 4� 11-31 szz 0.a3 1 �21 23 24 26 2830 31 33 35 3739 41 12-32 -417 0.39 1 13-33 119 0.1z 1 1-2-12 m t'-C' m m3-10$ 3-9-6 Sri-9-7 m3-10-8 IJ N m 14-34 76 0.13 1 1-2-12 `�lv 47 1 N 14-2-8 17-11-14 N 21_11_1115-35 -271 0.70 1 m ru m N (9 m N m N N N 16-36 385 0.43 1 17-37 -672 0.70 1 19-45 977 0.40 1 sP-9P OVER 3 SUPPORTS 40-44 480 0.09 1 Scale:5132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: Eeaw WO:Ciuperger Truss design on this sheet is only valid with TQUTRUSS sections and is for an individual building component,not a trues system,Bracing Dsgn Chk: NUTR U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the bolding design and Engg Chk: which must be considered by the building designer. Bracing shovm is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent, is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified TC Dead 15.00 psf BuildgSpec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:13: 5 TOTAL 45.00 psf Seqn S8.1.0 - 7048 Job Name: CIUPERGER Truss ID: H22A Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 125.74 20-41 -844 0.95 r UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 1 -188 lb -143 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 2 -744 lb -655 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 3- 8 3 -448 lb -429 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 3- 8 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 TO 1 20TC20 50 End verticals are designed for axial loads BC 1 20TC20 s0 only unless noted otherwise. REACTIONS WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ This truss is designed using the (if any) have been designed for loads 1 1- 2-12 3.50" 351 359 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 8- 0- 0 5.50" 1380 0 Bldg Enclosed = Yes, the end of the extensions have not been 3 28- 2-10 1.75" 885 359 Truss Location = Not End Zone considered unless shown. A drop-leg to an Exp Category = B otherwise unsupported wall may create a Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design Mean roof height = 13.56 ft, mph = 160 consideration (by others). Occupancy Category II, Wind Dead Load = 7.20 psf0 psf bottom chord live load NOT required Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for - Low-rise and Components and Cladding attics with limited storage. Tributary Area = 57 sgft DEFLECTION LOC. ALLOW. LC Vert TL: -0.11" (L/999) 36-37 L/180 47 Vert LL: -0.04" (L/999) 36-37 L/240 47 Horz TL: 0.04" Cantilever Vert TL: 0.021' (L/700) 21-22 L/ 90 21 Vert LL: 0.02" (L/679) 21-22 L/120 21 — Joint Locations -- 1 0- 0- 0 24 4- 5- 3 2 1- 2-12 25 4- 7- 6 3 _ 3- 0-12 26 8- 0- 0 4 3- 2-12 27 8- 1- 6 5 7-10- 2 28 10- 1-12 6 8- 0- 0 29 10- 1-12 7 8- 2- 6 30 10- 4- 0 8 10- 1-12 31 14- 0- 2 9 12- 9-12 32 14- 2- 8 10 13- 1- 0 33 17-11-14 11 13- 3- 2 34 IS- 2- 4 12 16- 2- 5 35 21-11-11 13 16- 4-11 36 22- 2- 0 14 19- 6- 0 37 26- 0- 8 15 19- 8- 6 38 26- 2-12 16 22- 9-12 39 26- 2-12 17 23- 0- 1 40 28- 1- 1 18 26- 2-12 41 28- 3- 8 19 28- 0- 4 42 10- 1-12 20 28- 3- 8 43 10- 1-12 21 0- 0- 0 44 26- 2-12 22 1- 2-12 45 26- 2-12 23 1- 4-13 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Truss design on this sheet is only valid with NIUMUSS sections and is for an individual building component,not a truss system.Bracing Chk: NUTRU S S showan on this drawing is not erection bm Dsgnr: EMW cine,vvind bracing,portal bracing or similar bracing rvinich is part of the building design and . which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI-2001 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Bulldg Spec: IRC-2015 )then the specified srreiv court cannot be achieved at the chord to web connections,a 16 iwitge gnustset plate must he BC Live 0.00 psf added on both sides of the connection.T(pically,gusset plates are(a pitch break joints." BC Dead 10.00 psf Date: 3/1512017 @ 21:13: 5 Afin.screw spacing-=9.76"and min.edge distance 9,1G". TOTAL 45.00 psf Seqn S8.1.0 - 7048 Job Name: CIUPERGER Truss ID: H22B Cat : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 63.16 Tc FORCE rur. END call 1D SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.68 0.68 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -290 0.06 0.47 0.52 1 1 -313 lb -290 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -290 0.06 0.31 0.36 1 2 -325 lb -301 lb Drainage must be provided to avoid ponding. TC 12.001' 0- 0- 0 13- 7- 4 4-5 -276 0.06 0.34 0.39 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 13- 7- 4 5-6 -276 0.06 0.48 0.53 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 0 0.00 0.66 0..66 1 BC 1 20TC20 50 Extensions above or below the truss profile WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS BC FORCE ru¢, END CST 1D SCRWS This truss is designed using the indicated only: Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 8-9 0 0.00 0.39 0.39 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 0-14 1.75" 600 0 9-10 290 0.04 1.02 1.02 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 13- 5- 8 3.50" 624 0 10-11 290 0.04 0.32 0.35 1 Truss Location = Not End Zone otherwise unsupported wall may create a 11-12 276 0.04 0.20 0.23 1 Exp Category = B hinge effect that requires additional design 12-13 276 0.04 0.41 0.41 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 13-14 0 0.00 0.10 0.10 1 Mean roof height = 13.56 ft, mph = 160 20 psf bottom chord live load NOT required Occupancy Category II, Wind Dead Load = 7.20 psE this truss, per IBC/IRC requirements for WEB FORCE CSI m SCRWS Designed as Main Wind Force Resisting System attics with limited storage. 1-8 -117 0.34 1 - Low-rise and Components and Cladding 2-9 -563 0.83 1 Tributary Area = 27 sgft 3-10 236 0.04 1 4-11 38 0.10 1 5-12 197 0.03 1 DEFLECTION LOC. ALLOW. LC 6-13 -535 0.79 1 Vert TL: -0.11" (L/999) 9-10 L/180 47 7-14 -116 0.34 1 Vert LL: -0.04" (L/999) 9-10 L/240 47 TT Horz TL: 0.01" 4,4-4 I a 4-4-4 rnl 4-4- _-= Joint Locations m q+ m 1 0- 0- 0 8 0- 0- 0 � 4-4-4 9-0-13 1 13-7-4 2 4- 4- 4 9 0- 3- 3 3 4- 6- 7 10 4- 6- 7 1 2 4 5 7 4 4- 8-10 11 8-10-10 3 6 5 9- 0-13 12 9- 0-13 6 9- 3- 1 13 13- 4- 1 7 13- 7- 4 14 13- 7- 4 6-11-6 g �6-11-B B1 132 W:112 W:308 11:600 R:624 U:-313 U:-325 9 13-7-4 12 1tt 8 10 11 13 0-3-3 4-3-3 4-4-4 4-3-4 0-3-3 3 4-6-7 i 8-10-1��aM I 13-4-1 m�? m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each and of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7132"=V This truss has no Pre-Camber WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with A'UTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: �TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing winich is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shotvtn on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Bulldg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:13: s TOTAL 45.00 psf I Seqn S8.1.0 - 7049 Job Name: CIUPERGER Truss ID: H23A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 132.36 TC FORCE AXL BND CSI ID SCM3 1-2 30 0.00 0.20 0.10 1 2-3 85 0.01 0.30 0.30 1 3-4 -219 0.03 0.30 0.33 1 4-5 -239 0.01 0.76 0.76 1 5-6 -384 0.06 0.53 0.58 1 -Sp 6-7 -230 0.04 0.53 0.57 1 SP- 7-8 -289 0.00 0.28 0.29 1 8-9 -317 0.06 0.24 0.30 1 9-10 -699 0.13 0.17 0.29 1 10-11 -624 0.12 0.14 0.25 1 11-12 -627 0.12 0.04 0.15 1 12-13 -552 0.11 0.16 0.25 1 13-14 -616 0.05 0.80 0.80 1 14-15 -637 0.13 0.50 0.62 1 15_16 -540 0.11 0.50 0.60 1 16-17 -416 0.00 0.37 0.45 1 17-18 -245 0.05 0.42 0.46 1 18-19 -243 0.05 0.69 0.74 1 -IIP 19-20 0 0.00 0.69 0.69 1 SP- BC FORCE rill BM) CSI ID SCRA5 21-22 0 0.00 0.17 0.17 1 22-23 -403 0.07 0.14 0.21 1 23_24 -286 0.03 0.21 0.21 1 24-25 157 0.02 0.13 0.15 1 25_26 252 0.03 0.14 D.17 1 -SP d' ti m N N 26-27 252 0.03 0.14 0.17 1 9P- 1-2-1? N 4-7-6 ti l� A f*I 4-Z-14 �� m 4-5-0 27-28 94 0.01 0.30 0.11 1 ti n ti N ti .~ 28-43 25 0.00 0.23 0.23 1 1-2-12 N m 7-10-2 ra m .+ t (V .-� 19.6-0 m 'L4-1�' m ry 43_29 126 0.02 0.23 0.2s 1 15-1-0 13-2-8 29_30 290 0.03 0.34 0.36 1 1S- 05 �1 2 3 5 7 8 9 1113 14 16 18 19 31-3 532 0.07 30-32 469 0.07 0.0.27 0.0.33 1 1 4 10 12 15 17 20 . 32-33 544 0.07 0.18 0.25 1 6 00 33-34 626 0.08 0.14 0.21 1 34-35 637 0.00 0.17 0.24 1 35-36 540 0.07 0.32 0.39 1 36-37 461 0.07 0.47 0.47 1 37-38 469 0.04 0.37 0.40 1 OS-18 36-44 206 0.03 0.25 0.27 1 44-39 43 0.00 0.25 0.25 1 39-40 -301 0.02 0.12 0.13 1 1 t 40-41 403 0.07 0.12 0.12 1 WEB FORCE CSI ID SCRNS 7-11-8 /7- .8 7-11-8 29-42 495 0.21 1 42-8 _204 0.32 1 38-45 660 0.15 1 45-1a -251 0.93 1 1-21 -41 0.01 1 .S 1s 2-22 116 0.02 1 =0-5-0 3-23 -305 0.16 1 4-24 265 0.09 1 5-25 303 0.49 1 B1 B2 B3 ' 6-26 -1242 0.57 1 SP-SP , 1-1-0 W:308 8-0-0 W:508 W:112 27-43 335 0.13 1 R:328 R:1423 R:874 7-42 790 0.47 1 U:-18 U:-752 UA77 9-30 -651 D.56 1 40-2-12 i ;-1-12 , 10-31 298 0.17 1 22 25 27 24 28-347 1�r-112% 36 3R 4� 11-32 -161 0.46 1 �21 23 24 26 2830 31 33 35 3739 41 13-33 207 0.29 1 1-2-12 m m m3-10-8 �, 3-9-6 3-9-6 m3- 0-8 S�, m 14-34 -122 0.36 1 In fD m (D .-I I 15-35 -307 0.96 1 1-2-12 ��v' m�t` ��'i� N� 14-2-$ 17-11-14 N1m21-11-10 1�2610- -$ Nw 16-36 450 0.80 1 �} in m ry m m ry ry ry 17-37 -690 0.82 1 19-45 943 0.55,1 SP-SP OVER 3 SUPPORTS 40-44 543 0.10 1 Scale:5/32"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW coo:Ciuperger Tniss design on this sheet is only valid with IQUMUSS sections and is for an indiwidaal building,component,not a truss system.Bracing Dsgn Chk: S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUwhich must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:13: 9 TOTAL 45.00 psf Seqn S8.1.0 - 7050 Job Name: CIUPERGER Truss ID: H23A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 132.36 20-41 -8360.72 1 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1 -181 lb -136 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2 -752 lb -673 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 3- 8 3 -477 lb -445 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 3- 8 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 TC 1 20TC20 50 End verticals are designed for axial loads BC 1 20TC20 50 only unless noted otherwise. REACTIONS WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ This truss is designed using the (if any) have been designed for loads 1 1- 2-12 3.50" 328 403 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 8- 0- 0 5.50" 1423 0 Bldg Enclosed = Yes, the end of the extensions have not been 3 28- 2-10 1.75" 874 403 Truss Location = Not End Zone considered unless shown. A drop-leg to an Exp Category = B otherwise unsupported wall may create a Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design Mean roof height = 14.06 ft, mph = 160 consideration (by others). Occupancy Category II, Wind Dead Load = 7.20 psEO psf bottom chord live load NOT required Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for - Low-rise and Components and Cladding attics with limited storage. Tributary Area = 57 sqft DEFLECTION LOC. ALLOW. LC Vert TL: -0.16" (L/999) 13-14 L/180 50 Vert LL: -0.08" (L/999) 13-14 L/240 50 Horz TL: 0.04" Cantilever Vert TL: 0.02" (L/672) 21-22 L/ 90 21 Vert LL: 0.0211 (L/645) 21-22 L/120 21 -- Joint Locations 1 0- 0- 0 24 4- 5- 3 2 1- 2-12 25 4- 7- 6 3 3- 0-12 26 8- 0- 0 4 3- 2-12 27 8- 1- 6 5 7-10- 2 28 10- 1-12 6 8- 0- 0 29 10- 1-12 7 6- 2- 6 30 10- 4- 0 8 10- 1-12 31 14- 0- 3 9 12- 5-10 32 14- 2- 8 10 12- 7-14 33 17-11-14 11 14- 9-11 34 18- 2- 4 12 15- 1- 0 35 21-11-10 13 15- 3- 2 36 22- 2- 0 14 19- 6- 0 37 26- 0- 8 15 19- 8- 6 38 26- 2-12 16 24- 1- 6 39 26- 2-12 17 24- 3-12 40 28- 1- 1 18 26- 2-12 41 28- 3- 8 19 28- 0- 4 42 10- 1-12 20 28- 3- 8 43 10- 1-12 21 0- 0- 0 44 26- 2-12 22 1- 2-12 45 26- 2-12 23 1- 4-13 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Truss design on this sheet is only valid ivith NUTRUSS sections and is for an individual building component,not a truss system.Bracing Chic: NUTRU A shotm on this drawing not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building designand Dsgnr• EMW v` which must be considered by the buildingng designer. Bracing shown is lateral bracing or truss members only Any additional bracing, cing, ' temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI-2001 A Precision Steel Framing Product indicates only that the truss assembly sham on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 H4uen the specif1ed screw count cannot be achieved at the chord to web connection,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides ofthe connection.Typically,Buret plates are at pitch break joints." BC Dead 10.00 psf Alin.scree,spacing=9116"and ruin.edge distance=2'16'. Date: 3/15/2017 @ 21:13: 9 TOTAL 45.00 psf Seqn 58.1.0 - 7060 Job Name: CIUPERGER Truss ID: H23B Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 74.71 . Tc FORCE w BM csI In SCRW3 UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.65 0.65 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -249 0.05 0.42 0.46 1 1 -324 lb -295 lb Loaded for 10 PSF non-concurrent BCLL. max o,c. from to 3-4 -249 0.05 0.25 0.30 1 2 -325 lb -296 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 13- B- 2 4-5 -247 0.05 0.47 0.51 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 13- 7- 4 5-6 -235 0.05 0.47 0.51 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 24 0.00 0.31 0.33 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-6 13 0.00 0.01 0.01 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 10 0.00 0.00 0.01 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 0-14 1.75" 600 -13 BC FORCE AXL BND cs2 In sCRWs Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 13- 5- 8 3.50" 624 -13 10-11 13 0.00 0.39 0.39 1 Truss Location = Not End Zone otherwise unsupported wall may create a 11-12 249 0.03 0.90 0.90 1 Exp Category = B hinge effect that requires additional design 12-13 249 0.03 0.34 0.37 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 13-14 247 0.01 0.15 0.16 1 Mean roof height = 14.06 ft, mph = 160 20 psf bottom chord live load NOT required 14-15 235 0.03 0.26 0.29 1 Occupancy Category I1, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for 15-16 -24 0.00 0.29 0.29 1 Designed as Main Wind Force Resisting System attics with limited storage. 16-17 0 0.00 0.01 0.01 1 - Low-rise and Components and Cladding Tributary Area = 27 sgft WEB FORCE CSI ID SCRWS 1-10 -115 0.40 1 2-11 -546 0.97 1 DEFLECTION LOC. ALLOW. LC 3-12 246 0.04 1 Vert TL: -0.12" (L/999) 5-6 L/180 1 4-13 -47 0.19 1 Vert LL: -0.06" (L/999) 5-6 L/240 1 5-14 -376 0.54 1 Horz TL: 0.01" 6-15 510 0.92 1 7-16 -560 0.e3 1 4-2-12 4 2-13 4-0-10 qq+ m == Joint Locations =- 9-17 14 0.04 1 t. dt 1 0- 0- 0 10 0- 0- 0 4-2-12 06 8-10-0 12-10-10 6 2 4- 2-12 11 0- 3- 4 13-3-0 0 3 4- 5- 0 12 4- 5- 0 1 2 4 5 fi 4 4- 7- 3 13 8-10-10 3 5 8-10- 0 14 9- 0-13 6 12-10-10 15 9- 3- 2 $.00 7 13- 0-14 16 13- 4- 2 8 13- 3- 0 17 13- 7- 4 9 13- 7- 4 7-1 -8 .8 7-9-67-11-8 SHIP B1 B2 W:112 W:308 R:600 11:624 U:-324 U:-025 13-7-4 7 10 12 1315 6 03-3 4-1-12 �, 4-- p 0-3-4 4-5-0 8-10-10 g � 13.4-2 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale;3/16"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Tmss design on this sheet is only valid with R'UIRUSS sections and is for an individual'building component,not a truss system,Bracing Dsgn Chk: N STM shown on this drawing is not erection bracing,wind bracing,ponal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shoutr is lateral bracing of Crass members only Any additional bracing, Cutting : temporary andror permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2077 @ 21:13: 2 TOTAL 45.00 psf Seqn S8.1.0 - 7051 Job Name: CIUPERGER Truss ID: H24A Qt : 1 SPACING: 2-0- 0 PLY: 1 WEIGHT: 120.74 xc FORCE Axr. B]W cal In SCRWs UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-z 26 0.00 0.12 0.11 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 84 0.01 0.34 0.34 1 1 -213 lb -154 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -222 0.04 0.32 0.36 1 2 -654 lb -587 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 26- 3- 8 4-5 -197 0.01 0,79 0.79 1 3 -459 lb -439 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 3- 8 5-6 -207 0.03 0.37 0.39 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 130 0.01 o.s4 0.55 1 -sP TC 1 20TC20 50 End verticals are designed for axial loads 7-8 -638 0.13 0.20 0.32 1 SP- BC 1 20TC20 50 only unless noted otherwise. REACTIONS 8-9 -518 0.09 0.19 0.28 1 WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 9-10 -658 0.13 0.20 0.31 1 This truss is designed using the (if any) have been designed for loads 1 1- 2-12 3.50" 380 361 10-21 -507 0.10 0.25 0.34 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 8- 0- 0 5.50" 1295 0 11-12 -637 0.12 0.34 0.45 1 Bldg Enclosed = Yes, the end of the extensions have not been 3 28- 2-10 1.7511 905 361 12-13 -664 0.13 0.33 0.45 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 13-14 -649 0.13 0.27 0.38 1 Exp Category = B otherwise unsupported wall may create a 14-15 -642 0.13 0.30 0.42 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 15-16 -446 0.09 0.30 0.39 1 Mean roof height = 13.58 ft, mph = 160 consideration (by others). 16-17 -439 0.09 0.42 0.50 1 -aP Occupancy Category II, Wind Dead Load = 7.20 psEO psf bottom chord live load NOT required 17-18 0 0.00 0.42 0.42 1 SP- Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for - Low-rise and Components and Cladding attics with limited storage. BC FORCE AEL MM cal 1D SCRWS Tributary Area = 57 sqft 19-20 0 0.00 0.19 0.19 1 20-21 -361 0.00 0.19 0.19 1 DEFLECTION LOC. ALLOW. LC 21-22 -327 0.03 0.27 0.27 1 Vert TL: -0.12" (L/999) 33-34 L/180 47 22-23 -190 0.04 0.13 0.16 1 Vert LL: -0.04" (L/999) 33-34 L/240 47 23-24 201 0.01 0.33 0.34 1 HOrz TL: 0.02" 24-25 201 0.00 0.31 0.44 1 -aP Cantilever Vert TL: 0.02" (L/672) 19-20 L/ 90 46 25-27 448 OAS 0.27 0.32 1 SP- �!.� •^� Vert LL: 0.021, (L/707) 19-20 L/120 46 26-28 448 0.06 0.23 0.28 1 ry ti m DJ IV ry :-W-9-6 3-7-2 1 'i'_-9-6 z7-2e 49s 0.06 0.z3 o.ze 1 1-2-12 4-7$ to _ 2e-29 637 0.09 0.23 0.30 1 1-2-12 r� ra7 7-10-2 6 m N m m *20-8-12 243-14 �+ 928-3-8 Joint Locations 29-30 664 0.11 0.27 0.27 1 1 0- 0- 0 19 0- 0- 0 30-31 649 0.09 0.17 0.25 1 13-2-0 15-1-8 2 1- 2-12 20 1- 2-12 31-32 642 0.00 0.17 0.25 1 1 2 3 5 7 9 11 12 14 16 18 3 3- 0-12 21 1- 4-13 32-33 446 0.06 0.39 0.44 1 4 3- 2-12 22 4- 5- 3 33-34 439 0.07 0.92 0.92 1 -SP 4 6 8 10 13 15 17 5 7-10- 2 23 4- 7- 6 34-35 361 0.00 0.65 0.65 1 SP- -6.0 6 8- 0- 0 24 8- 0- 0 7 10- 4-12 25 8- 2- 4 WEB FORCE cal ID SCRWS 8, 10- 7- 0 26 11-10- 6 1-19 -47 0.01 1 9 12-10-11 27 12- 0-11 2-20 Sol 0.02 1 10 13- 2- 0 28 15-11- 1 3-21 -303 0.16 1 11 13- 4- 2 29 16- 1- 6 4-22 252 0.08 1 12 16- 9- 1 30 19-11-13 5-23 265 0.41 1 13 16-11- 6 31 20- 2- 2 6-24 -396 0.56 1 t t 14 20- 6- 8 32 24- 0- 9 7-25 -916 0.79 1 SP-81? 7-0-0 6_ -0 7-0-0 15 20- 8-12 33 24- 2-13 8-26 524 0.39 1 16 24- 3-14 34 28- 0- 4 9-27 -415 0.46 1ZE1 17 24- 6- 2 35 28- 3- 8 11-ze 419 0.50 1 18 28- 3- 8 12-29 -301 0.99 1 13-30 113 0.14 1 14-31 164 0.25 1 =0-5-0 15-32 -448 0.62 1 16-33 570 0.70 1 17-34 -560 0.81 1 SP-SP B1 B2 B3 18-35 -95 0.2E 1 1-1-0 W:308 6-0-0 W:508 W:112 R:380 R:1295 R:905 U:-213 U:-654 U:459 20 23 25 9728-3-8 29 Al 33 3S 19 21 22 24 26 28 30 32 34 �lvisto v 1-10-7 o3-10-7N - o j -1-2-12 32o - 111-2-12 IFm011 15- - 2400- m 28-0 m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5/32"=V WARNING Read all notes on this sheet and verify al!derign�arcrnteters. Designer: EMW WO:Ciuperger Taus design on this sheet is only valid with NUfRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : NUTRUStemporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec.• AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shmwt on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:13: 9 TOTAL 45.00 psf Seqn S8.1.0 - 7052 Job Name: CIUPERGER Truss ID: H24B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 63.38 TC FORCE AXL -Btro cal In scrwa UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based.on chord bracing applied I-z 0 0.00 0.68 0.68 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -288 0.06 0.47 0.52 1 1 -313 lb -290 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -288 0.06 0.31 0.36 1 2 -325 lb -301 lb Drainage must be provided to avoid ponding. TC 12.0011 0- 0- 0 13- 7- 4 4-5 -274 0.06 0.34 0.39 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.001, 0- 0- 0 13- 7- 4 S-6 -274 0.05 0.48 0.53 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 0 0.00 0.66 0.66 1 BC 1 20TC20 50 Extensions above or below the truss profile WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS BC FORCE » MM CS1 ID saws This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 8-9 0 0.00 0.39 0.39 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 0-14 1.7511 600 0 9-10 288 0.04 1.02 1.02 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 13- 5- 8 3.50'1 624 0 10-11 288 0.04 0.32 0.35 1 Truss Location = Not End Zone otherwise unsupported wall may create a 11-12 274 0.03 0.20 0.23 1 Exp Category = B hinge effect that requires additional design 12-13 274 0.03 0.41 0.41 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 13-14 0 0.00 0.10 0.10 1 Mean roof height = 13.58 ft, mph = 160 20 psf bottom chord live lead NOT required Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for WEB FORCE CSI ID sCRw6 Designed as Main Wind Force Resisting System attics with limited storage. 1-6 -117 0.34 1 - Low-rise and Components and Cladding 2-9 -562 0.84 1 Tributary Area = 27 sqft 3-10 236 0.04 1 4-11 38 0.10 1 5-12 197 0.03 1 DEFLECTION LOC. ALLOW. LC 6-13 -534 0.90 1 Vert TL: -0.11" (L/999) 9-10 L/180 47 7-14 1-16 0.34 1 Vert LL: -0.04" (L/999) 9-10 L/240 47 Horz TL: 0.0211 q q q 1p Ott q q q m 4-4-3 Joint Locations =_ c)t m - 1 0- 0- 0 8 0- 0- 0 4-4-4 v 9-0-13 a, d7 13-7-4 2 4- 4- 4 9 0- 3- 3 3 4- 6- 7 10 4- 6- 7 1 2 4 5 7 4 4- 8-10 11 B-10-10 3 6 5 9- 0-13 12 9- 0-13 6 9- 3- 1 13 13- 4- 1 7 13- 7- 4 14 13- 7- 4 7-0-0 N .0 7-0-0\ 1 __ B1 B2 W:112 W:308 R:600 R:624 U:-313 U:-325 13-7-4 12 8 10 11 1 0-3-3 4-3-3 4 4 4 rn� 4-3-4 4-6-7 �' n0-3-3 m +mru m 1 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7132"=1' This truss has no Pre-Camber WARNING Read all notes on this sheet and very all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with IQUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRwhich most be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector art&or the building designer. 11re Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:14: 3 TOTAL 45.00 psf I Seqn S8.1.0 - 7053 Job Name: CIUPERGER Truss ID: H25A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 46.18 Tc FORCE rasa. END cal ID SCRWO UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 34 0.00 D.21 0.22 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 14e 0.02 0.44 0.44 1 1 -291 lb -228 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -577 0.11 0.24 0.35 1 2 -445 lb -359 lb End verticals are designed for axial loads TC 12.00" 0- 0- 0 12- 8-12 4-5 -526 0.10 0.31 0.41 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00" 0- 0- 0 12- B-12 5-6 -405 0.08 0.31 0.39 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 6-7 -157 0.03 0.36 0.39 1 BC 1 20TC20 50 (if any) have been designed for loads 7-8 -85 0.01 0.50 0.51 1 WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS This truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ BC FORCE MM END CS1 ID SCRWS ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 1- 2-12 3.50" 634 436 9-10 0 0.00 0.14 0.14 1 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 12- 7- 6 2.75" 518 436 10-11 -436 0.00 0.22 0.24 1 Truss Location = Not End Zane hinge effect that requires additional design 11-12 522 0.09 0.50 0.50 1 Exp Category = B consideration (by others). ' 12-13 522 0.06 0.16 0.22 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 20 psf bottom chord live load NOT required 13-14 304 0.04 0.26 0.29 1 Mean roof height = 13.43 ft, mph = 160 on this truss, per IBC/IRC requirements for 14-15 304 0.04 0.56 0.56 1 Occupancy Category II, Wind Dead Load = 7.20 paftics with limited storage. 15-16 436 0.07 0.27 0.34 1 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding WEB FORCE CSI ID SCRWS Tributary Area = 25 sqft 1-9 -67 0.01 1 2-10 252 0.04 1 3-11 -656 1.01 1 DEFLECTION LOC. ALLOW. LC 4-12 164 0.03 1 Vert TL: -0.07" (L/999) 2-3 L/180 54 5-13 297 0.44 1 Vert LL: -0.04" (L/999) 2-3 L/240 54 6-14 322 0.32 1 Horz TL: 0.04" 7-Is -527 D.45 1 Cantilever 8-16 108 0.26 1 Vert TL: 0.07" (L/213) 9-10 L/ 90 54 1-2-12 3-8-13 " 3-7-14 f° ^ 3-7-10 Vert LL: 0.05" (L/303) 9-10 L/120 54 1-2-12 4-11-9 8-10-12 12-8-12 ' Joint Locations - 1 0- 0- 0 9 0- 0- 0 1 2 3 5 6 8 2 1- 2-12 10 1- 2-12 4 7 3 4-11- 9 11 1- 4- 9 6.0 4 5- 0-12 12 5- 0-12 5 5- 2-14 13 8- 8-14 6 8-10-12 14 8-10-12 7 9- 1- 2 15 12- 5-10 8 12- 8-12 16 12- B-12 6-9-6 6 -2 6-9-6 IO-5-0 1-1-0 B1 B2 W:308 W:212 11:634 R:518 U:-291 U:-445 11 12-8-12 14 1� 9 10 12 1 16� 1-2-12 3-8-3 3-8-2 3-6-14 m elm 1-2-12 5-0-12 8-8-14 m 12-5-10 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/32"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NU MUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: �TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shoun is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only thin the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:14: 7 TOTAL 45.00 psf 1 Seqn S8.1.0 - 7064 Job Name: CIUPERGER Truss ID: H25B Qt : 1 SPACING: 1- 4-0 PLY: 1 WEIGHT: 135.24 TC FORCE Axt, arm cal In sCRws UPLIFT REACTION(S) NOTE:MAXIMIMOM TRUSS SPACING IS 16.0 11O.C. This design based on chord bracing applied 1-2 7 0.00 0.00 0.00 I support C&C Wind Main Wind Non-Wind THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2-3 10 0.00 0.17 0.17 1 -SP 1 -366 lb -356 lb MULTIPLE LOAD CASES. max O.C. from to 3-4 -226 0.05 0.36 0.40 1 SP- 2 -373 lb -365 lb Loaded for 10 PSF non-concurrent BCLL. TC 12.00" 0- 0- 0 29- 2- 0 4-5 -266 0.02 0.60 0.60 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. BC 12.001, 0- 0- 0 29- 2- 0 5-6 -696 0.14 0.53 0.65 1 TC 1 20TC20 50 End verticals are designed for axial loads Galvanization: G60 6-7 -697 0AS 0.32 0.45 1 BC 1 20TC20 50 only unless noted otherwise. 7-8 -906 0.18 0.32 0.40 1 WEB 1 20TC20 50 Extensions above or below the truss profile REACTIONS 8-9 -906 0.18 0.21 0.38 1 This truss is designed using the (if any) have been designed for loads BRG X-LOC SIZE REACT HORIZ 9-10 -906 0.20 0.24 0.43 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 1 0- 1- 6 2.75" 867 10 10-11 -904 0.18 0.34 0.51 1 Bldg Enclosed = Yes, the end of the extensions have not been 2 29- 0- 4 3.50" 883 10 11-12 -713 0.16 0.34 0.40 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 12-13 -683 0.14 0.44 0.57 1 Exp Category = B otherwise unsupported wall may create a 13-14 -317 0,07 0.45 0.51 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 14-15 -233 0.05 0.46 0.50 1 -SP Mean roof height = 13.58 ft, mph = 160 consideration (by others). 15-16 0 0.00 0.50 o.50 1 SP- Occupancy Category II, Wind Dead Load = 7.20 ps20 psf bottom chord live load NOT required Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for BC FORCE A Btm CSI 1D SCRaS - Low-rise and Components and Cladding attics with limited storage. 17-18 -10 0.00 0.70 0.70 1 -SP Tributary Area = 39 sqft 16-19 226 0.04 0.72 0.72 1 SP- 19-20 266 0.04 0.32 0.38 1 20-21 696 0.09 0.26 0.34 1 DEFLECTION LOC. ALLOW. LC 21-22 697 0.09 0.26 0.34 1 Vert TL: -0.20" (L/999) 4-5 L/180 1 22-23 906 0.12 0.30 0.30 1 Vert LL: -0.09" (L/999) 4-5 L/240 1 23-24 906 0.12 0.17 0.28 1 Horz TL: 0.081, 24-25 906 0.12 0.14 0.26 1 Joint Locations 25-26 904 0.12 0.14 0.26 1 - -- 26-27 713 0.09 0.26 0.34 1 r� m m ti m 1 �- �- 17 0- 0- 0 27-28 683 0.09 0.26 0.34 1 0-5-4 4-10��, 4-10�1 rt7 4$ 4-102 ,-, 4-10��5; t� ry 2 0- 5- 4 18 0- 3- 4 28-29 317 0.05 0.24 0.33 1 0-5� N 6-10-3 m t` 11-10-10 m 16-11-0 m 21-11-5 ry 26-11-11 m r 3 1- 9-10 19 2- 3-12 29-30 233 0.03 0.26 0.28 1 -SP 4 2- 0- 20 2- 6- 30-31 0 0.00 0.02 0.02 1 SP- 0-.h 28-8-12 5 6-10- 3 21 7- 0-10 1 3 5 7,9 10 12 14 16 6 7- 0- 6 22 7- 2-13 =3 FORCE cal m SCRws 4 6 8 11 13 15 7 11-10-1 23 12- -13 -. 8 12- 0-133 6 24 16- 6- 3 1-17 11 0.03 1 10 16-11- 0 26 21- 2-15 3-18 -1028 0.72 1 SP-8P 6.00 9 12- 3- 0 25 16- 8- 6 4-19 868 0.89 1 5-20 -801 0.75 1 11 17- 1- 3 27 21- 5- 3 6-22 385 0.29 1 12 21-11- 5 28 25-11-11 7-22 -371 0.59 1 13 22- 1-10 29 26- 2- 0 8-23 133 0.02 1 14 26-11-11 30 28-10-12 9-24 37 0.11 1 15 27- 2- 0 31 29- 2- 0 10-25 124 0.05 1 16 29- 2- 0 11-26 -366 0.55 1 12-27 400 0.33 1 7-0-0 6-9-6 -1 -0 7-0-0 13-28 -747 0.65 1 14-29 713 0.72 1 15-30 -951 0.68 1 SP-SF 16-31 30 0.02 1 t t B1 B2 W:212 W:308 R:867 R:883 U:-366 U:-373 18 20 22 29-2-0 25 97 24 31 17 19 21 23 24 26 28 30 0-3-4 , 4-6_ 10 . 4-10-0� 4_5 6 N�tp 4.6 9 4.6-8 `i 0-3 4 70-10 12-0-13 16-6-3 21-2-15 25-11-11 tb N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5t32"=1' WARNING Read all notes on this sheet and verify till design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with NFU MUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUwhich most be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent, is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2016 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:14: 2 TOTAL 45.00 psf Seqn S8.1.0 - 7055 Job (dame: CIUPERGER Truss ID: H26 Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 34.55 Tc FORCE AXL END cal ID acRWs UPLIFT REACTION(S) . THIS•DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 45 0.01 0.12 a.11 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -464 0.09 0.10 0.19 1 1 -317 lb -229 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -464 0.09 0.11 0.19 1 2 -317 lb -229 lb Drainage must be provided to avoid ponding. TO 12.00" 0- 0- 0 10- 6- 0 4-5 -384 0.08 0.00 0.15 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 10- 6- 0 5-6 -377 0.08 0.16 0.23 1 TC 1 20TC20 50 This truss is designed using the 6-7 -382 0.08 0.03 0.10 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -385 0.08 0.09 0.16 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 -463 0.09 0.10 0.18 1 20 psf bottom chord live load NOT required 1 0- 2-12 5.50" 473 33 Truss Location = Not End Zone 9-10 -466 0.09 0.10 0.16 1 on this truss, per IBC/IRC requirements for 2 10- 3- 4 5.50" 472 33 Exp Category = B 10-11 so 0.01 0.11 0.11 1 attics with limited storage. Bldg Length = 92.85 £t, Bldg Width = 78.33 ft Mean roof height = 11.56 ft, mph = 160 ac FORCE AXL arm Cal In acRWs Occupancy Category II, Wind Dead Load = 7.20 psf 12-13 0 0.00 0.04 0.04 1 Designed as Main Wind Force Resisting System 13-14 365 0.04 0.10 0.14 1 - Low-rise and Components and Cladding 14-15 381 0.05 0.11 0.16 1 Tributary Area = 21 sqft 15-16 377 0.05 0.11 0.16 1 16-17 360 0.05 0.12 0.17 1 17-18 381 0.05 0.12 0.17 1 18-19 374 0.05 0.17 0.17 1 19-20 0 0.00 0.05 0.05 1 DEFLECTION LOC. ALLOW. LC WEB FORCE cal ID scars Vert TL: -0.02" (L/999) 5-6 L/180 1 1-12 59 0.01 1 Vert LL: -0.01" (L/999) 5-6 L/240 1 2-13 -535 0.25 1 Sorts TL: 0.01" 3-14 90 0.01 1 4-14 99 0.01 1 uo u7 ---- Joint Locations 6-16 -30 0.04 1 1-10-1 1-8-11 �� $ 2-4-1 �„ t�' 1-6-13 2-0� 1 0- 0- 0 it 10- 6- 0 e-17 108 0.02 1 1-10-1 m rL 3-8-11 ra h 6-4-1 m m m 8 4-1 ra m 10-6-0 2 1-10- 1 12 0- 0- 0 9-Xe 96 0.02 1 3 2- 0- 0 13 0- 3- 1 10-19 -533 0.29 1 4-0-0 1 2-" 4-0-0 4 3- 8-11 14 3- 3-13 11-20 67 0.01 1 �1 2 4 5 6 8 9 11 5 4- o- 0 15 3- 6- 0 7 6 6- 4- 1 16 3- 7-15 �- 7 6- 6- 0 17 6- 9-13 61 00 6.00 8 6- 9- 5 18 7- 0- 0 9 8- 4- 1 19 10- 3- 0 10 e- 6- 0 20 10- 6- 0 t t 2-11-8 2- - 2-11.8 SHIP T T 0-11-8 0-11-8 1 1 B1 B2 W:508 W:508 R:473 R:472 UA17 0-"11 18 U:-317 �12 14 16 17 1914 16 17 19 0-3-1 -I 3-0-12 i t 3-3-0 Q 3-1-14 0-3-1 3-3-13 ti 6-9-13 ��� 10-3-0 m r(' M 6 n 66 51 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/16"=V WARIVINNG Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: NUTRU S STM shovrn on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is pan of the building design and Engg Chk: which must be considered by the building designer. Bracing should is lateral bracing of truss members only Any additional bracing, Cutting : temporary anWor permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2016 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:14: s TOTAL 45.00 psf Seqn S8.1.0 - 7066 t Job Name: CIUPERGER Truss ID: H27 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 60.40 Tc FORCE Ants.. BND cal IV SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-z 27 0.00 0.14 0.14 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 Sol 0.00 0.25 0.15 1 -sF 1 -484 lb -378 lb Loaded for 10 PSF non-concurrent BCLL. max o.a. from to 3-4 -978 0.20 0.08 0.27 1 SP- 2 -484 lb -378 lb Drainage must be provided to avoid ponding. TC 12.0011 0- 0- 0 17- 8- 0 4-5 -1186 0.23 0.11 0.32 1 -3P Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" . 0- 0- 0 17- 8- 0 5-6 -1049 0.21 0.22 0.41 1 SP- TC 1 20TC20 50 This truss is designed using the 6-7 -1064 0.21 0.28 0.47 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -1396 0.28 0.28 0.53 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 6-9 -1010 0.20 0.20 0.39 1 -SP 20 psf bottom chord live load NOT required 1 1- 3-12 5.50" 801 -56 Truss Location = Not End Zone 9-10 -1309 0.26 0.74 0.07 1 SP-SP on this truss, per IBC/IRC requirements for 2 16- 4- 4 5.5011 801 -56 Exp Category = B 10-11 -743 0.15 0.74 0.88 1 SF-SP attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = '78.33 ft 11-12 -1209 0.25 0.04 0.29 1 SP-SP Mean roof height = 11.89 ft, mph - 160 12-13 -1025 0.20 0.15 0.33 1 Sr- Occupancy Category II, Wind Dead Load = 7.20 psf 13-1.4 -1394 0.28 0.22 0.49 1 Designed as Main Wind Force Resisting System 14-15 :064 0.21 0.22 0.42 1 - Low-rise and Components and Cladding 15-16 -1046 0.21 0.22 0.41 1 -SP Tributary Area = 35 sqft 16-17 -1180 0.22 0.10 0.32 1 SP- 17-18 -997 0.20 0.08 0.26 1 -SP 18-19 1D4 0.00 0.15 0.15 1 SP- 19-20 28 0.00 0.14 0.14 1 BC FORCE A:¢, Bxn Cal ID SCRWS DEFLECTION LOC. ALLOW. LC 21-22 0 0.00 0.23 0.23 1 Vert TL; -0.15" (L/999) 27-28 L/180 59 22-23' 56 0.00 0.23 0.33 1 -SP Vert LL: -0.07" (L/999) 27-28 L/240 59 23-24 746 0.12 0.23 D.34 1 SP- HOrZ TL: 0.10" 24-25 -45 0.00 D.SS 0.59 1 Cantilever 25-39 72 0.01 0.11 D.12 1 Vert TL: 0.06" (L/199) 36-37 L/ 90 59 38-26 229 0.04 0.31 0.40 1 -SP Vert LL: 0.05'1 (L/308) 36-37 L/120 59 26-27 1064 0.18 0.16 0.33 1 2S-OS �} fV V m N 27-28 1396 0.23 0.3e 0.40 1 1-3-12 1-10-13 47 m m m _. r' m r� ry ry �', Co -- Joint Locations 28-29 1065 0.18 0.39 0.55 1 -SP -y n ti m �j .-r 1 0- 0- 0 22 1- 3-12 29-30 1065 0.18 0.39 0.55 1 SP- 1-3-12 3-2-9 2 1- 3-12 23 1- 5-13 30-31 1394 0.23 0.30 0.38 1 5-1-0 2-6-0 1.3-0 1-3-0 2$-0 5-1-0 3 3- 2- 9 24 1- 8- 1 31-32 1064 0.18 0.15 0.32 1 OS- 23 1 2 3 5 7 9 10 1214 15 17 19 20 4 3- 3-14 25 5- 3- 0 32-41 235 0.04 0.31 0.41 1 SP- 5 5- 1- 0 26 5- 3- 0 41-33 72 0.01 0.12 0.13 1 -4 6 13 16 18 6 5- 3- 0 27 5- 4-15 33-34 -50 0.01 0.58 0.58 1 6.00 6,00 -6.00 -6.00 I 7 7- 4- 0 28 8- 4-15 34-35 769 0.13 0.23 0.35 1 -SP 8 7- 6- 1 29 8- 7- 2 3s-36 -56 0.00 0.23 0.32 1 SP- 3 -0 9 7- 7- 0 30 8- 9- 4 36-37 0 0.00 0.23 0.23 1 10 8- 7- 2 31 12- 3- 1 2-11 8 2-11-8 2-11 8 2- 1 8 11 8-10- 0 32 12- 5- 0 WEB FORCE cs1 m SCRWS 12 10- 1- 0 33 12- 5- 0 26-39 556 0.39 1 -SP 13 10- 1-15 34 15-11-15 39-6 448 0.20 1 SP- 1 1 14 10- 3-14 35 16- 2- 4 32-40 553 0.24 1 3-7.8 3-7.8 15 12- 5- 0 36 16- 4- 4 40-22 -51-sl 0. 1 1 SHIP 16 12- 7- 0 37 17- 8- 0 1-z1 0.001 1 17 14- 2-12 38 5- 3- 0 2-22 152 0.03 1 9 18 14- 4- 2 39 5- 3- 0 3-23 -1091 0.60 1 SP-SP 82S 2S 19 16- 4- 4 40 12- 5- 0 24-38 911 0.47 1 IO-S-0 ZO-5- 20 17- 8- 0 41 12- 5- 0 4-39 323 0.05 1 21 0- 0- 0 7-27 -461 D.27 1 8-29 -737 0.27 1 1-1-0 B1 B2 1-1-0 10-29 1196 0.31 1 SP-SP W:508 W,508 13-30 -538 0.24 1 R:601 R.-80114-31 -457 0.27 1 17-40 301 0.05 1 I I W=+W 34-41 840 0.49 1 23 26 32 35 18-35 -1105 0.67 1 SP-SP 21 2224 2527 2830 3133 3436 37 19-36 Ise 0.03 1 20-37 -50 0.01 1 1-3-12 I 3-6-15m 3.5-13 3-6-15 N V. 15 Qm'mIlN -1 m 12-3-1 1-3-12 2I -01 mml m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale;1/4"=1' WARNING Read all notes on this sheet and verify czll design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with ATUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: �TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing show7t is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI S100-2012 A Precision Steel Framing Product indicates only dint the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf BUildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:1a: 7 TOTAL 45.00 psf Seqn S8.1.0 - 7057 Job Name: CIUPERGER Truss ID: H28 Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 53.57 .Tc FORCE = Btm CST ID SCRW3 UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -29 0.00 0.18 o.19 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 89 0.02 0.32 0.32 1 -SP 1 -463 lb -376 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 _811 0.16 0.32 0.47 1 SP- 2 -463 lb -376 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 17- 8- 0 4-5 -817 0.07 0.76 0.76 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 17- 8- 0 5-6 -645 0.13 0.14 0.25 1 TC 1 20TC20 50 This truss is designed using the 6-7 -640 0.12 0.08 0.19 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -648 0.07 0.58 0.50 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 -640 0.12 0.08 o.19 1 20 psf bottom chord live load NOT required 1 1- 3-12 5.50" 801 63 Truss Location = Not End Zone 9-10 -643 0.13 0.14 0.26 1 on this truss, per IBC/IRC requirements for 2 16- 4- 4 5.50" 801 63 Exp Category = B 10-11 -818 0.08 0.65 0.65.1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78,33 ft 11-12 -615 0.16 0.29 0.44 1 _SF Mean.roof height = 12.06 ft, mph = 160 12-13 95 0.01 0.29 0.29 1 SF- Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 -28 0.00 0.10 0.18 1 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Be FORCE Atc, END CST ID SCR34S Tributary Area = 35 sgft 15-16 0 0.00 0.27 0.27 1 16-17 -63 0.00 0.27 0.36 1 -SP 17-18 637 0.11 0.43 0.43 1 SP- 10-19 669 0.08 0.14 0.22 1 19-20 636 0.08 0.14 0.21 1 DEFLECTION LOC. ALLOW. LC 20-21 648 0.09 0.11 0.19 1 21-22 636 0.08 0.15 0.23 1 Vert TL: -0.10" (L/999) 4-5 L/180 59 zz-z3 671 o.0e o.1s o.z3 1 Vert LL: -0.05" (L/999) 4-5 L/240 59 Horz TL: 0.04" 23-24 649 0.11 0.47 0.47 1 -SP Cantilever 24-25 63 0.00 0.26 0.35 1 SP- 25-26 0 0.00 0.26 0.26 1 Vert TL: 0.06" (L/280) 25-26 L/ 90 59 Vert LL: 0.04" (L/375) 25-26 L/120 59 HES FORCE CST ID SCRWS t�TN l�Tm m N 1-3-12 �,2 0-0 3 6�,�I 3-1-11 �I 3-4-1 1 T 1-ls RCE 0.01 ST 1 � r•n y, .* Joint Locations 2-16 93 0.02 1 1-3-12 3-3-12 6-9-12 m 10-4-14 d� 14-2-6 N ^' 1 0- 0- 0 14 17- e- 0 3-17 -942 0.50 1 SP-SP 2 1- 3-12 15 0- 0- 0 4-18 137 0.02 1 7-1-0 3-6-0 7-1-0 3 3- 1-13 16 1- 3-12 5-19 90 0.07 1 1 2 3 5 7 10 11 13 14 4 3- 3-12 17 1- 5-13 7-20 e2 0.04 1 6 9 5 6- 9-12 16 4-10-11 8-21 75 0.04 1 6 7- 1- 0 19 5- 0-14 10-22 103 0.08 1 6.00 -6.00 7 7- 3- 2 20 8- 7-10 11-23 134 0.02 1 8 10- 4-14 21 8-10- 0 12-24 -934 0.56 1 SP-SP 9 10- 7- 0 22 12- 4-14 10 10-10- 4 23 12- 7- 2 13-25 109 0.02 1 14-26 -63 0.01 1 T 11 14- 2- 6 24 16- 2- 4 12 14- 4- 4 25 16- 4- 4 13 16- 4- 4 26 17- 8- 0 3-11-8 3-9-8 3-11-8 SHIP t 10-5-0 10-5- 1-1-0 B1 132 1-1-0 W:508 W:508 11:801 R:801 U:-463 U:-463 17 151 17-8$11 2n 25 115 16 18 20 22 24 26 1-3-12 I,� 3.4-14 �r 3--6-12-e bj m 3-6-14I 3-7-2 �r H to 1-3-12 m1� 4-10-11 T 1 8-7-10 mlm 12-4-14 ml� 16-2-4 m m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:1/4"=1' WARNING Rear!all notes on this sheet and verify all design,naralneters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with N�'UIRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUwhich must be considered by the building designer. Bracing shown is leter8l bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec; AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss TC Dead 15.00 psf Buildg Spec: IRC-2015 configuration and spans specified. BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:14: 4 TOTAL 45.00 psf Seqn S8.1,0 - 7058 Job Name: CIUPERGER Truss ID: H29 Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 84.65 Tc FORCE A2L taro COX ID scmes UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -39 0.00 0.27 0.29 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 93 0.00 0.27 0.27 1 -SP 1 -613 lb -504 lb Loaded for 10 PSF non-concurrent BOLL, max O.C. from to 3-4 -1287 0.26 0.25 0.49 1 SP- 2 -613 lb -504 lb Drainage must be provided to avoid-ponding. TO 12.00" 0- 0- 0 25-10- 0 4-5 -1413 0.26 0.33 0.59 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 25-10- 0 5-6 -1324 0.26 0.40 0.64 1 TC 1 20TC20 50 This truss is designed using the 6-7 -1248 0.26 0.40 0.65 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -980 0.20 D.33 0.51 1 -SP WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 -1027 0.11 0.62 0.82 1 SP- 20 psf bottom chord live load NOT required 1 1- 3-12 5.50" 1166 95 Truss Location = Not End Zone 9-10 -1030 0.21 0.05 0.25 1 -sP on this truss, per IBC/IRC requirements for 2 24- 6- 4 5.501' 1166 95 Exp Category = B 10-11 -990 0.20 0.33 0.51 1 SP- attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 11-12 -1235 0.2s 0.39 0.62 1 _ Mean roof height = 13.06 ft, mph = 160 12-13 -1309 0.26 0.39 0.62 1 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 -2415 0.26 0.31 0.57 1 Designed as Main Wind Force Resisting System 14-15 -1309 0.26 0.26 0.50 1 -BP - Low-rise and Components and Cladding 15-16 97 0.00 0.27 0.27 1 SP- Tributary Area = 52 sgft 16-17 -39 0.00 0.27 0.26 1 BC FORCE AXL END COI ID SCRWS 16-19 0 0.00 0.35 0.35 1 19-20 -95 0.00 0.35 0.52 1 -81? 20-21 985 0.16 0.82 0.82 1 SF- DEFLECTION LOC. ALLOW. LC 21-22 1221 0.19 0.29 0.42 1 Vert TL: -0.17" (L/999) 6-7 L/180 59 22-23 1232 0.15 D.25 0.39 1 Vert LL: -0.08::" (L/999) 6-7 L/240 59 23-24 1039 0.13 0.24 0.37 1 HOrz TL: 0.09 24-25 1027 0.13 0.24 0.37 1 Cantilever 25-26 1027 0.13 0.22 0.34 1 Vert TL: 0.10" (L/162) 31-32 L/ 90 59 26-27 1029 0.13 0.22 0.34 1 Vert LL: 0.06" (L/266) 31-32 L/120 59 27-28 1225 0.15 0.26 0.41 1 Joint Locations 28-29 1221 0.16 0.29 0.44 1 1-3-12 I 3-8-4 LO�`n3-7-5 T 'F3-5-15 LD� 3-7-5 3-8-15 1 0- 0- 0 17 25-10- 0 29-30 1016 0.17 0.06 D.86 1 -SP rt N J�1 �...1 N N 2 1- 3-12 18 �- 0- 3a-31 95 0.00 0.35 0.52 1 SP- 1-3-12 cv ^7-0 0 m ti 10.9-11 m 14 6-15 m 18-7-10 22-4-9 m N r 3 3- 2- 0 19 1- 3-12 31-32 D 0.00 0.35 0.35 1 1-1-0 3-8- 11-1.0 4 3- 3-12 20 1- 5-13 WEB FORCE CSI ID scRiis 1 2 3 5 4 12 14 16 5 7- 0- 0 21 5- 9- 8 1-18 -87 0.02 1 4 �-.00 6 8 10 15 17 6 7- 2- 6 22 5-11- 7 2-29 102 0.02 1 6 -6.00 7 10- 9-11 23 10- 5- 1 3-20 -1451 0.77 1 SP-SP 8 11- 1- 0 24 10- 7- 2 4-21 311 0.08 1 9 14- 6-15 25 10- 9- 5 s-22 71 0.07 1 T 10 14- 9- 0 26 15- 0-12 6-23 -301 0.56 1 T ( 11 15- 0- 5 27 IS- 2-14 7-24 332 0.35 1 I 12 18- 5- 4 28 19- 8- 9 9-25 -62 D.18 1 13 18- 7-10 29 19-10- 9 11-26 334 0.40 1 14 22- 4- 9 30 24- 4- 4 12-27 -321 0.59 1 5-11-8 5- -8 5-11-8 15 22- 6- 4 31 24- 6- 4 13-28 69 0.05 1 SHIP 16 24- 6- 4 32 25-10- 0 14-29 273 0.06 1 35-30 -1463 0.87 1 SP-SP 16-31 108 0.02 1 -r-,� 17-32 -97 0.02 1 =0`5-0 MO-5 61 B2 1-1-0 W:508 W:508 11:1166 R:1166 U:-613 ILIA13 20 2 24 25-10-0 27 29 31 18 19 21 2325 26 28 30 32 1 3-12 m 4-3-11 �I t 4-5 4-3-7 N 4-5-11 4 1 3-12 m� 5-9-8 mlu7 10-5.1 mlh 15-0-12 m�t} 19-&9 m� 24-4-4 �11N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5/32"=1' WARNING Rearl all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUPRUSS sections and is for an individual building component,nut a truss system.Bracing Dsgn Chk: S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chic: NUTRUwhich must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TO Live 20.00 psf Design Spec' AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TO Dead 15.00 psf Buildg Spec: IRC-2016 BC Live 0.00 psf BC Dead 10.00 psf Date: M 5/2017 @ 21:14: 2 TOTAL 45.00 psf Segn S8.1.0 - 7069 Job Name: CIUPERGER Truss ID: J01 Qt : 4 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 8.68 Tc FORCE nxc END call ID scRws UPLIFT REACTION(S)• THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied I-2 35 0.01 0.13 0.13 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 42 0.02 0.15 DA6 1 1 -155 lb -98 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -33 0.00 0.15 0.16 1 2 -88 lb -49 lb -11 lb Galvanization: G60 TC 12.001, 0- 0- 0 2-10- 6 Type ID SECTION Fy(ksi) . Joints BC 12.00" 0- 0- 0 2-10- 6 Ec FORCE Rsa. END csl In sCRz,s TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 0 0.00 0.13 0.13 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 -119 0.01 0.13 0.14 1 _ WEB 1 20TC20 50 1 1- 3-12 5.50" 238 119 Bldg Enclosed = Yes, 7-0 119 0.02 0.05 0.06 1 20•psf bottom chord live load NOT required 2 2- 9-10 1.5011 75 119 Truss Location = Not End Zone on this truss, per IBC/IRC requirements for Exp Category = B WEE FORCE CS1 ID 5CRwE attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 1-5 -32 0.01 1 Mean roof height = 17.96 ft, mph = 160 2-6 -161 0.03 1 Occupancy Category II, Wind Dead Load = 7.20 psf 3-7 159 0.03 1 Designed as Main Wind Force Resisting System 4-5 -52 0.02 1 - Low-rise and Components and Cladding Tributary Area = 6 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.00" (L/999) 3-4 L/180 54 Vert LL: 0.00" (L/999) 3-4 L/240 54 Hors TL: 0.011, / Cantilever 1-3� ry 1.4 Vert TL: -0.02" (L/887) 5-6 L/ 90 55 1-3-12 m .4 2-10-6 Vert LL: -0.01" (L/999) 5-6 L/120 55 _= Joint Locations 1 2 3 4 1 0- 0- 0 5 0- 0- 0 2 1- 3-12 6 1- 3-12 3 1- 5-15 7 2- 7- 7 6.00 4 2-10- 6 8 2-10- 6 1-10-3 1-10-3 T 0-5-0 1Ll 1-1-0 131 S2 W:508 W:108 2-10:4'238 R:75 5 6 U:-155 7 8 U:-88 1-3-12 1-3-11 1-3-12 2-7-7 N d' m N Each connection requires 3/81, diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:27132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUMUSS sections and is for an individual building component,not a miss system.Bracing Dsgn Chk: STM shows on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing�rofiich is part of the building design and Engg Chk: NUTRUS which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the tmss assembly show on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3l1512017 @ 21:1a: TOTAL 45.00 psf Seqn S8.1.0 - 7060 Job Name: CIUPERGER Truss ID: J02 Qt : 24 SPACING: 2- 0-0 PLY: 1 WEIGHT: 2.91 TC FORCE = BND cs1 ID screws UPLIFT REACTION(S) : TRIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -26 0.00 0.05 0.05 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 5e 0.02 0.05 0.06 1 2 -22 lb -12 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3 -69 lb -39 lb. Mark all interior hearing locations. TC 12.00" 0- 0- 0 0-10- 6 BC FORCE = mro cs1 ID SCRws Type ID SECTION Fy(ksi) Joints Install interior support(s) before erection. BC 12.00" 0- 0- 0 0-10- 6 4-5 0 0.00 0.05 0.05 1 TC 1 20TC20 50 Shim bearings (if needed) for req. support. Galvanization: G60 5-6 -50 0.01 0.05 0.06 1 BC 1 20TC20 50 This truss is designed using the WEB 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification WEB FORCE CST ID SCRws 20 psf bottom chord live load NOT required BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 1-4 -58 0.01 1 on this truss, per IBC/IRC requirements for 1 N/A Truss Location = Not End Zone 2-5 -75 0.01 1 attics with limited storage. 2 0-10- 6 1.50" 29 50 Exp Category = B 3-6 0 0.00 1 3 0- 9-10 1,5011 48 -50 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft Mean roof height = 10.46 ft, mph = 160 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 2 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.00" (L/999) 4-5 L/180 26 Vert LL: 0.0011 (L/999) 4-5 L/240 26 Horz TL: 0.00" -- Joint Locations =_ 1 0- 0- 0 4 0- 0- 0 2 0- 3- 5 5 0- 7- 5 3 0-10- 6 6 0-10- 6 0-3-5 0-7-1 0-3-5 0- 01A 1 2 3 6 00 t 8 0-10_3 0-10-3 -0 _ OS 1 0-10- 0-10-6 W Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP Spacer supplied by NUCONSTEEL Scale:'0/32"=1• WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUiRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: ®1 �TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing or truss members only Any additional bracing, Cutting : temporary ar0or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineei s seal TC Live 20.00 psf Design Spec.• AISI S100-2012 A Precision Steel Framing Product indicates only thatthe truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:14: s TOTAL 45.00 psf I Seqn S8.1.0 - 7061 Job Name: CIUPERGER Truss ID: J03 Qt : 35 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 16.81 TC FORCE nrr. Biro C31 In SCR" .UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 32 0.00 0.19 0.18 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 122 0.02 0.19 0.19 1 1 -181 lb -116 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -67 0.00 0.10 0.10 1 2 -196 lb -125 lb Galvanization: G60 TC 12.00" 0- 0- 0 5- 0- 4 4-5 -49 0.01 0.10 0.11 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 5- 0- 4 TC i 20TC20 50 REACTIONS This truss is designed using the BC FORCE nXr. Biro CS1 In SCRirs BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 0 0.00 0.16 0.16 1 WEB 1 20TC20 50 1 1- 3-12 5.50" 306 209 Bldg Enclosed = Yes, 7-6 -200 0.00 0.16 0.16 1 20 psf bottom chord live load NOT required 2 4-11- 8 1.50" 169 209 Truss Location = Not End Zone 6-9 -135 0.01 0.36 0.36 1 on this truss, per IBC/IRC requirements for Exp Category = B 9-20 209 0.03 0.10 0.13 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft Mean roof height = 18.50 ft, mph = 160 WEB FORCE C31 m sORfl9 Occupancy Category II, Wind Dead Load = 7.20 psf 1-6 -4e 0.01 1 Designed as Main Wind Force Resisting System 2-7 213 0.04 1 - Low-rise and Components and Cladding 3-e -139 0.06 1 Tributary Area = 10 sgft 4-9 206 0.06 1 5-10 72 0.04 1 DEFLECTION LOC. ALLOW. LC Vert TL: -0.03" (L/999) 8-9 L/180 54 Vert LL: -0.02" (L/999) 8-9 L/240 54 Horz TL: 0.011, Cantilever 1-31-312 1-8.4 N N 1-10-4 Vert TL: 0.03" (L/584) 6-7 L/ 90 54 1-3-12 3-0 0 ra m 5-0-4 Vert LL: 0.03" (L/611) 6-7 L/120 54 Joint Locations 1 2 3 5 1 0- 0- 0 6 0- 0- 0 4 2 1- 3-12 7 1- 3-12 3 3- 0- 1 a 1- 5-13 6.00 4 3- 2- 0 9 4- 9- 3 5 5- 0- 4 10 5- 0- 4 2-11-2 2-11-2 I0-5-0 1-1-0 B1 B2 W:508 W:108 11:306 R:169 gU:-181 5-0-4 1P U:-196 5 7 9 1-3-12 �� 3-3-612 I q 1-3- m 4-9-3 m J7 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #f10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:17/32"=1' WARNING Read all notes on this sheet and verify all design parcrrneters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with TZTTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: TM shown at this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUSS which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of die truss erector and/or the building designer. Tlie Professional Engineer's seal TC Live 20.00 psf Design Spec.• AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly'sham on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2016 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/95/2017@ 21:14: s TOTAL 45.oo psf 1 Seqn S8.1.0 - 7062 Job Name: CIUPERGER Truss ID: J04 Qt : 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 6.62 TC FORCE nxc Simcsx ID scRWS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -27 0.00 0.04 0.os a Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -42 0.01 0.06 0.06 a 1 -5 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2 -114 lb -76 lb Galvanization: G60 TC 12.001, 0- 0- 0 1- 8-14 BC FORCE nYr. Biro csx ID 6cRirs Type ID SECTION Fy(ksi) Joints BC 12.0011 0- 0- 0 1- 8-14 4-5 -73 0.00 0.05 0.05 a TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 73 0.01 0.03 0.05 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification WEB 1 20TC20 50 1 0- 1- 9 3.1211 78 73 Bldg Enclosed = Yes, WEB FORCE csx m OCRWS 20 psf bottom chord live load NOT required 2 1- 8- 2 1.5011 85 73 Truss Location = Not End Zone 1-4 -61 0.01 a on this truss, per IBC/IRC requirements for Exp Category = B 2-5 94 0.02 a attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 3-6 68 0.02 r Mean roof height = 11.00 ft, mph = 160 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 3 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.00" (L/999) 2-3 L/180 1 Vert LL: 0.0011 (L/999) 2-3 L/240 1 Horz TL: 0.001, 0-3-2 1-5-12 -- Joint Locations --- 0-3-2 1-8-14 1 0- 0- 0 4 0- 0- 0 2 0- 3- 2 5 1- 6- 0 3 1- 8-14 6 1- 8-14 1 2 3 6.00 1-11-2 T 1-11-2 1-OI-11 1 B1 B2 W:302 W:108 11:78 1-8-74 R:85 U:-5 4 5 6 U:-114 1-6-0 1-6-0 Each connection requires 3/81, diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:13/16"=11 WARNING Read all notes on this sheet and verily crl/design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with iQUfRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building design er. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shotnt on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3115/2017 @ 21:14: 1 TOTAL 45.00 psf Seqn S8.1.0 - 7063 Job Name: CIUPERGER Truss ID: J06 Qt : 16 SPACING: 2- 0-0 PLY:- 1 WEIGHT: 9.10 TC FORCE wm .atro cal ID scRwa UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based.on chord bracing applied 1-2 36 0.01 0.13 0.13 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 46 0.01 0.15 0.16 1 1 -155 lb -98 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -39 0.00 0.15 0.16 1 2 -97 lb -56 lb -2 lb Galvanization: G60 TC 12.00" 0- 0- 0 3- 0- 4 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 3- 0- 4 sa FORCE AXL END cal m S=S TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 0 0.00 0.12 0.12 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 -126 0.02 0.12 0.13 1 WEB 1 20TC20 50 1 1- 3-12 5.50" 240 126 Bldg Enclosed = Yes, 7-8 126 0.02 0.04 0.06 1 20 psf bottom chord live load NOT required 2 2-11- 8 1.50" 82 126 Truss Location = Not End Zone on this truss, per IBC/IRC requirements for Exp Category = B WEB FORCE Cal ID sCRwa attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 1-5 -34 0.01 1 - Mean roof height = 11.00 ft, mph 160 2-6 -166 0.03 1 Occupancy Category I2, Wind Dead Load = 7.20 psf 3-7 258 0.03 1 - Designed as Main Wind Force Resisting System 4-8 -57 0.02 1 - Low-rise and Components and Cladding Tributary Area = 6 sqft DEFLECTION Loc. ALLOW. LC Vert TL: 0.00'. (L/999) 3-4 L/180 54 Vert LL: 0.00" (L/999) 3-4 L/240 54 Horz TL: 0.01" Cantilever 1-3-12 N 1-6-6 Vert TL: -0.02" (L/867) 5-6 L/ 90 55 1-3-12 a, 3 0 4 Vert LL: -0.01" (L/999) 5-6 L/120 55 -- Joint Locations - 1 2 3 4 1 0- 0- 0 5 0- 0- 0 2 1- 3-12 6 1- 3-12 6.00 3 1- 5-14 7 2- 9- 7 4 3- 0- 4 8 3- 0- 4 1-11-2 1-11-2 T 0-5-0 .1 1-1-0 131 132 W:508 W:108 3-OQ42 R:82 6 6 40 7 8 U:-97 1-3-12 1-3-12 2-9-7 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:13t16"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a miss system.Bracing Dsgn Chk: TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: 14 which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary andor permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:14: 4 TOTAL 45.00 psf I Seqn S8.1.0 - 7064 Job Naive: CIUPERGER Truss ID: J07 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 13.96 Tc FORCE = END CSI ID SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-z 35 0.00 0.18 0:1e I Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 112 0.02 0.19 0.20 1 1 -203 lb -142 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -90 0.02 0.03 0.04 1 2 -136 lb -84 lb Galvanization: G60 TC 12.00" 0- 0- 0 3- 9- 6 4-5 -65 0.01 0.16 0.17 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 3- 9- 6 5-6 -63 0.01 0.16 0.17 1 TC 1 20TC20 50 REACTIONS This truss is designed using the BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification Bc FORCE X%L Brm CS1 ID SCRWS WEB 1 20TC20 50 1 1- 3-12 5.50" 261 158 Bldg Enclosed = Yes, 7-8 0 0.00 0.11 0.11 1 20 psf bottom chord live load NOT required 2 3- 8-10 1.50" 115 158 Truss Location = Not End Zone 8-9 -158 0.03 0.11 0.14 1 on this truss, per IBC/IRC requirements for Exp Category = B 9-10 -128 0.03 0.13 0.16 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width.= 78.33 ft 10-13. 21 0.00 0.13 0.13 1 Mean roof height = 15.19 ft, mph = 160 11-14 39 0.01 0.05 0.05 1 Occupancy Category II, Wind Dead Load = 7.20 psf 14 12 59 0.01 0.05 0.07 1 Designed as Main Wind Force Resisting System 12-13 158 0.03 0.00 0.03 1 1S-OS - Low-rise and Components and Cladding Tributary Area = 8 sqft WEB FORCE CSI ID SCRWn 12-15 63 0.11 1 15-5 -98 0.12 1 1-7 -42 0.01 1 2-e 213 0.04 1 3-9 -123 0.03 1 DEFLECTION LOC. ALLOW. LC 10-14 -163 0.05 1 Vert TL: 0.01" (L/999) 4-5 L/180 21 4-15 1e0 0.03 1 Vert LL: 0.01" (L/999) 4-5 L/240 21 6-13 13e 0.03 1 HOIz TL: 0.021, m Cantilever 1-3-12 0-11-12 0-10-14 t� Vert TL: 0.02" (L/823) 1-2 L/ 90 21 1-3-12 2-3-8 m rL 3.4-0 m ^1 Vert LL: 0.02" (L/740) 1-2 L/120 21 -- Joint Locations -- 1 2 3 5 6 1 0- 0- 0 9 1- 5-15 4 2 1- 3-12 10 1- 8- 4 6.00 3 2- 3- 8 11 3- 4- 0 4 2- 5- 2 12 3- 4- 0 5 3- 4- 0 13 3- 9- 6 6 3- 9- 6 14 3- 4- 0 7 0- 0- 0 15 3- 4- 0 8 1- 3-12 1-4-11 2-3-11 2-341 SHIP 5 0-11-0 T0-5-0 19 4 1 S 1 1 U:-136 1-1-0 B1 W:508 3i52B1 7 8 9 10 11 13 1-3-12 1-7-12 1-3-12 �m 340 t41 m �m71 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:11/16"=1' WARNING IZead all notes on this sheet and verily all design parameters. Designer: EMU WO:Ciuperger Truss design on this sheet is only valid with NTUTRUSS sections and is for an individual building component,not a trass system.Bracing Dsgn Chk: TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUSO which must he considered by the building desi,mer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting remporaty,and/or permanent,is the responsibility of the truss erector and/or the building designer. Tire Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads, loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buiidg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:14: 8 TOTAL 45.00 psf Seqn S8.1.0 - 7065 Job (dame: CIUPERGER Truss ID: J08 . Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 5.24 TC FORCE AXt. BND Cal ID .SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF .This design based on chord bracing applied 1-2 71 0.01 0.32 0.32 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -163 0.03 0.2e 0.31 1 1 -230 lb -133 lb -10 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2 -88 lb -76 lb -153 lb - Galvanization: G60 TO 12.00" 0- 0- 0 1- 9- 6 BC FORCE AXL Btm cal Ia aCRW9 Type ID SECTION Fy(ksi) •Joints BC 12.0011 0- 0- 0 1- 9- 6 4-5 0 0.00 0.51 0.51 I TC 1 20TC20 50 REACTIONS This truss is designed using the s-6 74 0.01 0.51 0.51 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification WEB 1 20TC20 50 1 1- 3-12 5.50" 305 74 Bldg Enclosed = Yes, WEB FORCE cal ID scRWS 20 psf bottom chord live load NOT required 2 1- 8-10 1,501, 86 74 Truss Location = Not End Zone 1-4 133 0.02 1 on this truss, per IBC/IRC requirements for Exp Category = B 2-5 -370 0.06 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 3-6 362 0.06 1 Mean roof height = 14.69 ft, mph = 160 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 4 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.02" (L/688) •2-3 L/180 22 Vert LL: 0.02" (L/649) 2-3 L/240 22 Horz TL: 0.11" Cantilever Vert TL: 0.06" (L/261) 1-2 L/ 90 22 Vert LL: 0.0711 (L/240) 1-2 L/120 22 1-6=3 1 m co rr dr - Joint Locations 1 0- 0- 0 4 0- 0- 0 2 1- 6- 3 5 1- 3-12 1 2 3 3 1- 9- 6 6 1- 9- 6 6 00 1.3-11 1-3-11 T 0-5-0 1Lj 1-1-0 4 1-9-6 5-101b08-6 VB11IN 1-3-12 R.86 11-312 g_ UA53 Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0132"=1' WARNING Read all notes on this sheet and verify al!design parcuneters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NTU PRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: USTM shown..this drawing is not erection bracing,wind bracing,penal bracing or similar bracing taiiich is part of the building design and Engg Chk: NUTK` which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting temporary mid/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shotm On this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spars specified. TO Dead 15.00 psf Buildg Spec: IRC-2016 BC Live 0,00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 0 TOTAL 45.00 psf Seqn S8.1.0 - 7066 Job Name: CIUPERGER Truss ID: J09 Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 13.98 Tc FORCE ASr. BND CST ID 9CRWs UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-z 35 0.00 0.15 0.19 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 110 0.02 0.19 0,20 1 1 -203 lb -142 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -91 0.02 0.03 0.04 1 2 -136 lb -84 lb Galvanization: G60 TC 12.00" 0- 0- 0 3- 9- 6 4-5 -69 0.01 0.16 0.17 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0-- 0- 0 3- 9- 6 5-6 -63 0.01 0.16 0.17 1 TC 1 20TC20 50 REACTIONS This truss is designed using the BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification BC FORCE AXr. BND CSI ID SCRWS WEB 1 20TC20 50 1 1- 3-12 5.50" 261 158 Bldg Enclosed = Yes, 7-e 0 0.00 0.11 0.11 1 20 psf bottom chord live load NOT required 2 3- 8-10 1.50" 115 158 Truss Location = Not End Zone 9-9 -159 0.03 0.11 0.14 1 on this truss, per IBC/IRC requirements for Exp Category B 9-10 -132 0.03 0.13 0.15 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78,33 ft 10-11 23 0.00 0.13 0.13 1 Mean roof height = 15.19 ft, mph = 160 11-14 39 0.00 0.05 0.05 1 Occupancy Category II, Wind Dead Load = 7.20 psf 14-12 59 0.01 0.0E 0,07 1 Designed as Main Wind Force Resisting System 12-13 159 0.03 0.00 0.03 1 IS- OS - Low-rise and Components and Cladding Tributary Area = 8 sqft WEB FORCE CSI ID SCRWS 12-15 62 0.11 1 15-5 -93 0.12 1 1-7 -41 0.01 1 2-9 210 0.03 1 3-9 -125 0.03 1 DEFLECTION LOC. ALLOW. LC 10-14 -170 0.05 1 Vert TL: 0.01" (L/999) 4-5 L/180 21 4-15 181 0.03 1 Vert LL: 0.01" (L/999) 4-5 L/240 21 6-13 13e 0.03 1 Horz TL: 0..02" 1.3-12 0-11-�T 0-1110 Cantilever Vert TL: D.02" (L/835) 1-2 L/ 90 21 1-3-12-3-12 2-2-13 3-4-0 e6 r6 Vert LL: 0.02" (L/751) 1-2 L/120 21 Joint Locations =_ 1 2 3 5 6 1 0- 0- 0 9 1- 6- 0 4 2 1- 3-12 10 1- 8- 0 6.00 3 2- 2-1'3 11 3- 4- 0 4 2- 4- 6 12 3- 4- 0 5 3- 4- 0 13 3- 9- 6 6 3- 9- 6 14 3- 4- 0 7 0- 0- 0 15 3- 4- 0 8 1- 3-12 1.4-11 2-3-11 1 1 2-3-11 SHIP 15 0-11-0 IO-5-0 62 4 1S U:-136 1 1-1-0 B1 W:508 � 3i5z81 I i 7 8 9 10 11 13 1-3-12 to 1-3-12 ru m 3-4-0 ru m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL ~ SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:11116"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: TM slioN%m on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing winich is part of the building design and Engg Chk: - which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shotvn on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Bulldg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 4 TOTAL 45.00 psf Segn S8.1.0 - 7067 Job Name: CIUPERGER Truss ID: J10 Cat : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 5.24 Tc FORCE Axr. arm Cal ID sCRwa UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 71 0.01 D.32 0.32 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -163 0.03 0.2e D.31 1 1 -230 lb -133 lb -10 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 2 -88 lb -76 lb -153 lb Galvanization: G60 TC 12.00" 0- 0- 0 1- 9- 6 BC FORCE Arv, arm cal ID sCRws Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 1- 9- 6 4-5 0 0.00 0.51 0.51 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 74 0.01 0.51 0.51 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification WEB 1 20TC20 5o 1 1- 3-12 5.50" 305 74 Bldg Enclosed = Yes, WEB FORCE Cal ID sCRws 20 psf bottom chord live load NOT required 2 1- 8-10 1.50" 86 74 Truss Location = Not End Zone 1-4 133 0.02 1 on this truss, per IBC/IRC requirements for Exp Category = B 2-5 -370 0.08 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 3-6 362 0.06 1 Mean roof height = 14.69 ft, mph = 160 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 4 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.02" (L/688) 2-3 L/180 22 Vert LL: 0.0211 (L/649) 2-3 L/240 22 Horz TL: 0.11" Cantilever Vert TL: 0.061' (L/261) 1-2 L/ 90 22 Vert LL: 0.07" (L/240) 1-2 L/120 22 1-6-3n a r'7 ch -- Joint Locations 1-6-3 1 0- 0- 0 4 0- 0- 0 2 1- 6- 3 5 1- 3-12 1 2 3 3 1- 9- 6 6 1- 9- 6 6.00 r� 1.3-11 1-3-11 T 0-5-0 1Li 1-1-0 1-9-6 5-�--8-t6 W 4 108 1-3-12 R.86 3 12 g_ U:-153 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0132"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with ATUfRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: ® ® TM shown on this draiving is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: ® ® which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : �/ temporary and/or permanent, is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss .configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:16: 6 TOTAL 45.00 psf I Seqn S8.1.0 - 7068 Job Name: CIUPERGER Truss ID: J11 Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 13.92 TC . FORCE AXL END CS1 ID SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 3E 0.00 6.20 0.20 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 11e 0.02 0.20 0.22 1 1 -213 lb -151 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -75 0.01 0.03 0.04 1 2 -132 lb -80 lb Galvanization: G60 TC 12.00" 0- 0- 0 3- 9- 6 4-5 --6S 0.01 0.15 0.16 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 3- 9- 6 5-6 -62 0.01 0.15 0.16 1 TC 1 20TC20 50 REACTIONS This truss is designed using the BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification sC FORCE Ata. END cs1 ID SCRWS WEB 1 20TC20 50 1 1- 4-12 3.50" 270 158 Bldg Enclosed = Yes, 7-8 0 0.00 0.13 0.13 1 20 psf bottom chord live load NOT required 2 3- 8-10 1.50" 111 158 Truss Location = Not End Zone 8-9 -159 0.03 0.13 0.15 1 on this truss, per IBC/IRC requirements for Exp Category = B 9-10 -126 0.03 0.15 0.17 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 10-11 22 0.00 0.15 0.15 1 Mean roof height = 15.19 ft, mph = 160 11-24 41 0.01 0.05 0.05 1 Occupancy Category II, Wind Dead Load = 7.20 psf 14-12 57 0.01 0.0s 0.06 1 Designed as Main Wind Force Resisting System 12-13 159 0.03 0.00 0.03 1 IS- 09 - Low-rise and Components and Cladding Tributary Area = 8 sqft WEH FORCE CSI ID SCRWS 12-15 61 0.10 1 15-5 -92 0.12 1 1-7 -43 0.01 1 2-e 224 0.04 1 3-9 -120 0.03 1 DEFLECTION LOC. ALLOW. LC 10-14 -162 0.05 1 Vert TL: 0.01" (L/999) 4-5 L/180 21 4-15 '75 0.03 1 Vert LL: 0.01" (L/999) 4-5 L/240 21 6-13 134 0.02 1 Hors TL: 0.02" 1 4-12 0-10-7 -*0-11-2 ccpp Cantilever �, d7 Vert TL: 0.02" (L/712) 1-2 L/ 90 21 1-4-12-12 2-3-3 m 3-4-0 m ^ Vert LL: 0.03" (L/635) 1-2 L/120 21 Joint Locations -- 1 2 3 5 6 1 0- 0- 0 9 1- 7- 0 4 2 1- 4-12 10 1- 9- 1 6.00 3 2- 3- 3 11 3- 4- 0 4 2- 4-14 12 3- 4- 0 5 3- 4- 0 13 3- 9- 6 6 3- 9- 6 14 3- 4- 0 7 0- 0- 0 15 3- 4- 0 T 8 1- 4-12 1d1-11 2-3-11 2-3-11 SHIP 5 0-11-0 5 0 B2 4 1S 10- UA32 1 1-3-0 61 ' W:308 t 3�'Qj0 I i 7 8 9 10 11 13 1-4-12 1-6-15 1-412 n L m 3-4-0 ' m � m m r Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each and of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:11i16"=1' DARNING Read all notes on this sheet and verify all design paraazeters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with IvrUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: TM shovm on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing tvitich is part of the building design and Engg Chk: H-hich musrt be considered by the building designer. Bracing showrt is lateral bracing of truss members only Any additional bracing, Cutting : temporary mid/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buiidg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 0 TOTAL 45.00 psf Seqn S8.1.0 - 7069 Job Name: CIUPERGER Truss ID: J12 Get : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 5.24 Tc FORCE wv. Brm C31 ID sCRtis UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-z se 0.01 0.46 0.46 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -257 0.05 0.44 0.49 1 1 -300 lb -169 lb -21 lb Loaded for 10 PSF non-concurrent BOLL. max o.c. from to 2 -137 lb -106 lb -217 lb Galvanization: G60 TO 12.0011 0- 0- 0 1- 9- 6 BC FORCE n1L = cal ID scRws Type ID SECTION Fy(ksi) Joints BC 12.0011 0- 0- 0 1- 9- 6 4-5 0 0.00 0.70 0.70 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 74 0.01 0.70 0.70 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification WEB 1 20TC20 50 1 1- 4-12 3.5011 370 74 Bldg Enclosed = Yes, HEB FORCE cs1 ID 6CRwS 20 psf bottom chord live load NOT required 2 1- 8-10 1.501, 153 74 Truss Location = Not End Zone 1-4 170 0.03 1 on this truss, per IBC/IRC requirements for Exp Category = B 2-5 -614 0.13 1 attics with limited storage. Bldg Length = 92.,85 ft, Bldg Width = 78.33 ft 3-6 572 0.09 1 Mean roof height = 14.69 ft, mph = 160 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 4 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.0311 (L/468) 2-3 L/180 22 Vert LL: 0.0311 (L/448) 2-3 L/240 22 Horz TL: 0.2511 Cantilever Vert TL: 0.09" (L/190) 1-2 L/ 90 22 Vert LL: 0.09" (L/178) 1-2 L/120 22 1-6-3� m d -- Joint Locations m co 1 0- 0- 0 4 0- 0- 0 2 1- 6- 3 5 1- 4-12 1 2 3 3 1- 9- 6 6 1- 9- 6 6.00 1-3-11 1-3-11 T 0-5-0 1 1-3-0 1-9-6 B1 B2 4 5 W:108 1-4-12 0 70 R:153 1-4-12 1- -5 U:-217 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0/32"=11 WARNING Read all notes on this sheet and verify crll deytgn parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NIUMUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: �TM shomi on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk, which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TO Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spates specified. TO Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 2 TOTAL 45.00 psf Seqn S8.1.0 - 7070 Job Name: CIUPERGER Truss ID: J13 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 13.94 Tc FORCE A1L Bttn CBI IV SCRWS UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 33 0.00 0.17 0.17 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 104 0.02 0.17 0.18 1 1 -196 lb -137 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -89 0.02 0.03 0.05 1 2 -140 lb -88 lb Galvanization: G60 TC 12.00" 0- 0- 0 3- 9- 6 4-5 -73 0.01 o,1e 0.19 1 Type ID SECTION Fy(ksi) Joints l BC 12.00" 0- 0- 0 3- 9- 6 5-6 -66 0.01 0.18 0.10 1 TC 1 20TC20 50 REACTIONS This truss is designed using the BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification BC FORCE ate. Bttn CBI In SCRWS WEB 1 20TC20 50 1 1- 2-12 3.50" 252 158 Bldg Enclosed = Yes, 7-8 0 0.00 0.10 0.10 1 20 psf bottom chord live load NOT required 2 3- 8-10 1.50" 118 158 Truss Location = Not End Zone 8-9 -158 0.03 0.09 0.12 1 on this truss, per IBC/IRC requirements for Exp Category = B 9-20 -140 0.03 0.12 0.14 1 attics with limited storage. Bldg Length = 92.65 ft, Bldg Width = 78.33 ft 10-11 24 0.00 0.12 0.12 1 Mean roof height = 15.19 ft, mph = 160 11-14 37 0.00 0.05 0.06 1 Occupancy Category II, Wind Dead Load = 7.20 psf 14-12 61 0.01 0.05 0.07 1 Designed as Main Wind Force Resisting System 12-13 158 0.03 0.00 0.03 1 Is-OS - Low-rise and Components and Cladding Tributary Area = 8 sqft NEB FORCE CBI ID SCRWB 12-15 65 0.12 1 15-5 -95 0.13 1 1-7 -41 0.01 1 2-8 197 0.03 1 3-9 -134 0.04 1 DEFLECTION LOC. ALLOW. LC 10-14 -178 0.06 1 Vert TL: 0.01" (L/999) 4-5 L/180 21 4-15 192 0.03 1 Vert LL: 0.01" (L/999) 4-5 L/240 21 6 13 142 0.03 1 Horz TL: 0.01" m Cantilever 1-2-12 0-11-6 FPO 0-11-14 T; :9 Vert TL: 0.01" (L/999) 1-2 L/ 90 21 1-2-12 2-2-2 3-3 8-3 84) Vert LL: 0.02" (L/942) 1-2 L/120 21 - Joint Locations -- 1 2 3 5 6 1 0- 0- 0 9 1- 4-15 4 2 1- 2-12 10 1- 7- 4 6.00 3 2- 2- 2 11 3- 3- 8 4 2- 3-10 12 3- 3- 8 5 3- 3- 8 13 3- 9- 6 6 3- 9- 6 14 3- 3- 8 7 0- 0- 0 15 3- 3- 8 T 8 1- 2-12 1-4-11 2-3-11 2-3-11 SHIP 5 0-11-0 I B2 1 0-5-0 1 S U:-140 1-1-0 B1 W:308 la-0� U:-1W-6 F 4e. 7 8 9 10 11 13 1-2-12 11-4 a 1-2-12 JX q 3-3-8 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL ~ SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:11/16"=1' WARNING Read all notes on this sheet and verif all designRarcrnteters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : NUTRUStemporary mid/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 5100-2012 A Precision Steel Framing Product indicates only that the truss assembly shot ri on this street meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Bulldg Spec: IRC-2015 BC Live, 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 6 TOTAL 45.00 psf Seqn S8.1.0 - 7071 Job Name: CIUPERGER Truss ID: J14 Qt : 1 SPACING: 2-0-0 PLY: 1 WEIGHT: 6.01 TC FORCE wtr. BND CS1 In SCRwS UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design.based on chord bracing applied 1-2 32 0.00 0.1e 0.1e 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 261 0.04 0.22 0.25 1 1 -195 lb -113 lb -1 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -133 0.03 0.22 0.25 1 2 -55 lb -55 lb -109 lb Galvanization: G60 TC 12.00" 0- 0- 0 1- 9- 6 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 1- 9- 6 BC FORCE tutr. END cal ID SOME TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 0 0.00 0.10 0.10 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 -74 0.01 0.2E 0.29 1 WEB 1 20TC20 50 1 1- 2-12 3.50" 259 74 Bldg Enclosed = Yes, 7-e 74 0.01 0.26 0.2E 1 20 psf bottom chord live load NOT required 2 1- 8-10 1.50" 51 74 Truss Location = Not End Zone on this truss, per IBC/IRC requirements for Exp Category = B wEB FORCE cs1 ID scnwS attics with limited storage. Bldg Length 92.85 ft, Bldg Width = 78.33 ft 1-5 -34 0.01 1 Mean roof height = 14.69 ft, mph = 160 2-6 558 0.09 1 Occupancy Category II, Wind Dead Load = 7.20 psf 3-7 -711 0.15 1 Designed as Main Wind Force Resisting System 4-8 299 0.05 1 - Low-rise and Components and Cladding Tributary Area = 4 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.00" (L/999) 2-3 L/180 45 Vert LL: 0..00" (L/999) 2-3 L/240 45 Horz TL: 0.05" Cantilever Vert TL: 0.01" (L/999) 1-2 L/ 90 21 ccpp Vert LL: 0.01'1 (L/999) 1-2 L/120 21 1 m c6 r6 rh -- Joint Locations =_ n m 1-2-12 ®6 m- 1 0- 0- 0 5 0- 0- 0 2 - 1- 2-12 6 1- 2-12 1 2 3 4 3 1- 6- 3 7 1- 4-15 4 1- 9- 6 8 1- 9- 6 6.00 1-3-11 1-3-11 T 0-5-0 1Lj 1-1-0 1-9-6 B2 5 6 U.M. 8 W:108 1-2 112 ` p'1595 �`r�, U:1109 a6 m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0/32"=1' WARNING Read all notes on this sheet and ver fy all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U S STM shovm on this drawing is not erection bracing,%vind bracing,portal bracing or similar bracing tviuch is pan of the building design and Engg Chk: NUTRwhich must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only dnt the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 8 TOTAL 45.00 psf Seqn S8.1.0 - 7072 Job Name: CIUPERGER Truss ID: J15 Qt : 8 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 20.66 Tc FORCE Ax6 BND C5X 11) SCRWS UPLIFT.REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 34 0.00 0.19 0.19 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 115 0.02 0.19 0.20 1 1 -237 lb -162 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -201 0.04 0.03 0.06 1 2 -234 lb -154 lb Galvanization: G60 TC 12.00" 0- 0- 0 5-11- 4 4-5 -275 0.01 0.10 0.11 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 5-11- 4 5-6 -206 0.03 0.15 0.17 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 -62 0.01 0.16 0.17 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification WEB 1 20TC20 50 1 1- 3-12 5.50" 343 244 Bldg Enclosed = Yes, Bc FORCE AEL 1um CS1 ID SCRWS 20 psf bottom chord live load NOT required 2 5-10- 8 1.50" 210 244 Truss Location = Not End Zone 8-9 0 0.00 0.12 0.12 1 on this truss, per IBC/IRC requirements for Exp Category m B 9-10 -244 0.04 0.09 0.13 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 10-11 -265 0.05 0.13 0.18 1 Mean roof height = 15.73 ft, mph = 160 11-22 21 0.00 0.14 0.14 1 Occupancy Category II, Wind Dead Load = 7.20 psf 12-16 41 0.01 0.05 0.05 1 - Designed as Main Wind Force Resisting System 16-23 88 0.02 0.11 0.14 1 - Low-rise and Components and Cladding 13-14 -312 0.02 0.17 0.17 1 IS-os Tributary Area = 12 sgft 14-15 244 0.04 0.06 0.10 1 H B FORCE CSI ID SCRWO 13-17 123 0.13 1 17-5 -89 0.10 1 1-8 -45 0.01 1 DEFLECTION LOC. ALLOW. LC 2-9 222 0.04 1 Vert TL: -0.01" (L/999) 13-14 L/180 51 3-10 -269 0.08 1 Vert LL: -0.01" (L/999) 13-14 L/240 51 11-16 -307 0.11 1 Horz TL: 0.021' 4-17 119 0.02 1 Cantilever 6-14 354 0.14 1 1-3-12 0-11-13 m ry ry 2-3-13 Vert TL: 0.02" (L/804) 1-2 L/ 90 21 7-15 99 0.03 1 1-3-12 2-3-9 1h 5-11.4 Vert LL: 0.02" (L/745) 1-2 L/120 21 Joint Locations -- 1 2 3 5 7 1 0- 0- 0 10 1- 5-15 6 2 1- 3-12 11 1- 8- 3 6.00 3 2- 3- 9 12 3- 5- 8 4 2- 5- 2 13 3- 5- 8 5 3- 5- 8 14 5- 8-12 6 3- 7- 7 15 5-11- 4 7 5-11- 4 16 3- 5- 8 8 0- 0- 0 17 3- 5- 8 9 1- 3-12 2-5-10 3-4-10 3-4-10 SHIP 7 0-11-0 Io_5-0 61S B2 I W:108 1 R:210 U:-234 1-1-0 B1 W:508 R:343 3-.8237 l 10 5-11-4 8 9 11 12 1 1-3-12 , t 17 1-9-5 m 2-3-4 M 51 1-3-12 m 3-5-8 d 5-8-12 �ti ra m m u7 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:15/32 1' WARNING Read all notes on this sheet and vet•ify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid ivith N'L'TRUSS sections and is for an individual building component•not a truss system.Bracing Dsgn Chk: TM shove on this drawing is not erection bmcing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUSS which must be considered by the building designer. Bracing shoust is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 3 TOTAL 45.00 psf Seqn S8.1.0 - 7073 Job Name: CIUPERGER Truss ID: J16 Qt : 2 SPACING: 2- 0-0 PLY: 1 WEIGHT: 19.90 Tc FORCE nig. END cat ID sCRW3 UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 34 0.00 0.17 0.17 1 Support C&C Wind Main wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 222 0.02 0.17 0.18 1 1 -198 lb -128 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 3-4 -163 0.00 0.11 0.11 1 2 -234 lb -154 lb Galvanization: G60 TC 12.00" 0- 0- 0 5-11- 4 4-5 -129 0.01 0.16 0.17 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 5-11- 4 5-6 -65 0.01 0.1E 0.19 1 TC 1 20TC20 50 REACTIONS This truss is designed using the BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification BC FORCE n:s, Rim cat ID SCRW3 WEB 1 20TC20 50 1 1- 3-12 5.50" 343 244 Bldg Enclosed = Yes, 7-8 0 0.00 0.12 0.12 1 20 psf bottom chord live load NOT required 2 5-10- 8 1.50" 210 244 Truss Location = Not End Zone 8-9 -244 0.04 0.10 0.14 1 on this truss, per IBC/IRC requirements for Exp Category B 9-10 -193 0.03 0.11 0.14 1 attics with limited storage. Bldg Length = 92,85 ft, Bldg Width = 78.33 ft 10-11 -181 0.04 0.11 0.14 1 Mean roof height = 15.73 ft, mph = 160 11-12 244 0.04 0.11 0.15 1 Occupancy Category II, wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System WEB FORCE Cal ID 3CRw8 - Low-rise and Components and Cladding 1-7 -42 0.01 1 Tributary Area = 12 sqft 2-8 211 0.03 1 3-9 -211 0.11 1 4-10 114 0.02 1 5-11 246 0.16 1 6-12 94 0.06 1 DEFLECTION LOC. ALLOW. LC Vert TL: 0.01" (L/999) 5-6 L/180 25 Vert LL: 0.01" (L/999) 5-6 L/240 25 Horz TL: 0.01" Cantilever 1-3-12 1-10�3 r, 2-5-7 Vert TL: 0,02" (L/793) 1-2 L/ 90 22 1-3-12 3-1-15 5-11.4 Vert LL: 0.02" (L/722) 1-2 L/120 22 Joint Locations -- 1 2 3 .6 6 1 0- 0- 0 7 0- 0- 0 2 1- 3-12 8 1- 3-12 6.00 3 3- 1-15 9 1- 5-13 4 3- 3-12 10 3- 7- 8 5 3- 5-13 11 5- e- 5 6 5-11- 4 12 5-11- 4 3-4-10 3-4-10 IO_5-0 1-1.0 Bi B2 W:508 W:108 R:343 11:210 U:-198 U:-234 9 5-11-4 7 8 10 11' 1-3-12 m 2-1-11 2-02-0-13 5t 1-31-3-12 3-7-8 5-8-5 m1t�n Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:15/32"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: TM shown on this drawing is not erection bracing,wind bracing, portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building desigrer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : NUTRUSStemporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets die acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: s TOTAL 45.00 psf I Segn S8.1.0 - 7074 Job Name: CIUPERGER Truss ID: J17 Qt : 4 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 8.68 xc FORCE utr. BND CST TV SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 34 0.01 0.12 0.12 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 42 0.01 0.14 0.14 1 1 -147 lb -93 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -37 0.00 0.14 0.14 1 2 -94 lb -54 lb Galvanization: G60 TC 12.0011 0- 0- 0 2-10- 6 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 2-10- 6 Be FORCE Atc, BIM cal TV SOMS TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 0 0.00 0.11 0.11 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 -119 0.01 0.11 0.12 1 WEB 1 20TC20 50 1 1- 2-12 3.50" 226 119 Bldg Enclosed = Yes, 7-8 119 0.02 0.04 0.06 1 20 psf bottom chord live load NOT required 2 2- 9-10 1.50" 78 119 Truss Location = Not End Zone on this truss, per IBC/IRC requirements for Exp Category = B WEB FORCE CST ID SCRWS attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 1-5 -32 0.01 1 Mean roof height = 10.96 ft, mph = 160 2-6 -156 0.03 1 Occupancy Category II, Wind Dead Load = 7.20 psf 3-7 151 0.02 1 Designed as Main Wind Force Resisting System 4-9 -56 D.02 1 - Low-rise and Components and Cladding Tributary Area = 6 sgft DEFLECTION LOC. ALLOW. LC Vert TL: 0.00" (L/999) 3-4 L/180 54 Vert LL: 0.00" (L/999) 3-4 L/240 54 Horz TL: 0.01" Cantilever 1-2-12 a 1ST Vert TL: -0.01" (LJ999) 5-6 L/ 90 55 1-2-12 m T 2-10-6 Vert LL: -0.01" (L/999) 5-6 L/120 55 -- Joint Locations 1 2 3 4 1 0- 0- 0 5 0- 0- 0 2 1- 2-12 6 1- 2-12 3 1- 4-14 7 2- 7- 9 6.00 4 2-10- 6 8 2-10- 6 6 1-10-3 1-10-3 T 0-5-0 41 EJ L__ 1-1-0 B1 B2 W:308 W:108 2-1 SM26 l R:78 5 6 U:-147 7 8 U:-94 1-21-212 1-4-12 _Tj m 1-2-12 2-7-8 N �' CJ N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:27t32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NL'TRUSS sections and is for an individual building component,not a miss system.Bracing Dsgn Chk: NUT TM shown on this dmvving is not erection bracing,wind bracing,portal bracing or similar bracing rvirich is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: s TOTAL 45.00 psf Seqn S8.1.0 - 7075 Job Name: CIUPERGER Truss ID: J18 Qt : 8 SPACING: 2-0-0 PLY: 1 WEIGHT: 19.92 TC FORCE a:m BWD c91 iq SCRWS UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 31 0.00 0.19 0.19 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 116 0.02 0.19 0,20 1 1 -222 lb -151 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -142 0.03 0.06 0.09 1 2 -199 lb -128 lb Galvanization: G60 TC 12.00" 0- 0- 0 5- 0- 4 4-5 -75 o.00 0.13 0.13 1 Type ID SECTION Fy(ksi) Joints BC 12.00" O- 0- 0 5- 0- 4 5-6 102 0.02 0.24 0.25 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 -141 0.03 0.24 0.27 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification WEB 1 20TC20 50 1 1- 2-12 3.50" 299 209 Bldg Enclosed = Yes, BC FORCE MM Dtm cs1 ID SCRWS 20 psf bottom chord live load NOT required 2 4-11- 8 1.50" 173 209 Truss Location = Not End Zone 9-9 0 0.00 0.13 0.13 1 on this truss, per IBC/IRC requirements for Exp Category = B 9-10 -209 0.00 0.13 0.13 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 10-11 -212 0.04 0.10 0.14 1 Mean roof height = 11.50 ft, mph = 160 11-12 36 0.00 0.19 0.19 1 Occupancy Category II, Wind Dead Load = 7.20 psf 12-16 so 0.00 0.09 0.09 1 Designed as Main Wind Force Resisting System 16-13 77 0.01 0.09 0.11 1 - Low-rise and Components and Cladding 13-14 194 0.01 0.17 0.18 1 IS-os Tributary Area = 10 sqft 14-15 209 0.00 0.17 0.17 1 WEB FORCE CSI ID SCRWS 13-17 253 0.16 1 17-$ 197 0.15 1 1-6 -51 0.01 1 DEFLECTION LOC. ALLOW. LC 2-9 212 0.03 1 Vert TL: -0.02" (L/999) 11-12 L/180 54 3-10 -199 0.09 1 Vert LL: -0.01" (L/999) 11-12 L/240 54 11-16 -258 0.19 1 Horz TL: 0.02" 4-17 422 0.12 1 � � jimIj Cantilever 6-la -azz o.1z 1 1-2-12 1-5-13 1-6-2 Vert TL: 0.02" (L/814) 8-9 L/ 90 59 7-15 314 0.09 1 1-2-12 2-8-9 ry 4 4 0 Vert LL: 0.02" (L/762) 8-9 L/120 54 -- Joint Locations -- 1 2 3 5' 6 7 1 0- 0- 0 10 1- 4-14 4 2 1- 2-12 11 1- 7- 1 3 2- 8- 9 12 4- 4- 0 6.00 4 2- 9-14 13 4- 4- 0 5 4- 4- 0 14 4- 6- 4 6 4- 9- 1 15 5- 0- 4 7 5- 0- 4 16 4- 4- 0 8 0- 0- 0 17 4- 4- 0 9 1- 2-12 1-11-2 2-11-2 2-11-2 SHIP e47 1-0.0 10�-0 1 3 U:-199 1-1 D B1 -!_ W:308 R:299 10 a2 5 5-0-4 I637 I 18 9 11 121 14 1-2-12 2-8-15 m 1-2-12 cL 4 4-0 05 w rP m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale'17132"=1' WARNILVG !lead all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUi'RUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUbb Which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec; AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 3 TOTAL 45.00 psf Seqn S8.1.0 - 7076 Job Name: CIUPERGER Truss ID: J19 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 15.81 TC FORCE A BM CSI Iv sCnWa UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 32 0.00 0.18 0.19 1 support C&C Wind .Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 122 0.02 0.10 0.19 1 1 -183 lb -116 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -67 0.00 0.10 0.10 1 2 -196 lb -125 lb Galvanization: G60 TC 12.00" 0- 0- 0 5- 0- 4 4-5 -49 0.01 0.10 0.10 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0--0- 0 5- 0- 4 TC 1 20TC20 50 REACTIONS This truss is designed using the Be FORCE At¢. Bum Cs1 Ia aCRWs BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 . 0 0.00 0.16 0.16 1 WEB 1 20TC20 50 1 1- 3-12 5.50" 306 209 Bldg Enclosed = Yes, 7-8 -209 0.00 0.16 0.16 1 20 psf bottom chord live load NOT required 2 4-11- 8 1.50" 169 209 Truss Location = Not End Zone 8-9 -135 0.01 0.36 0.36 1 on this truss, per IBC/IRC requirements for Exp Category = B 9-10 200 0.03 0.10 0.13 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft Mean roof height = 11.50 ft, mph = 160 WEB FORCE Cal ID aCRW2 Occupancy Category II, Wind Dead Load= 7.20 psf 1-6 -48 0.01 1 Designed as Main Wind Force Resisting System 2-7 213 0.04 1 - Low-rise and Components and Cladding 3-8 -139 0.06 1 Tributary Area = 10 sgft 4-9 206 0.06 1 5-10 72 0.04 1 DEFLECTION LOC. ALLOW. LC Vert TL: -0.03" (L/999) 8-9 L/180 54 Vert LL: -0.02" (L/999) 8-9 L/240 54 Horz TL: 0.01" Cantilever 1-3-12� 1.8.4 N N 1-10-4� Vert TL: 0.03" (L/584) 6-7 L/ 90 54 1-3-12 3-0-0 5-0 4 Vert LL: 0.03" (L/611) 6-7 L/120 54 -- Joint Locations 1 2 3 5 1 0- 0- 0 6 0- 0- 0 4 2 1- 3-12 7 1- 3-12 6.00 4 3- 2- 0 9 4- 9-13 5 5- 0- 4 10 5- 0- 4 2-11-2 2-11-2 10-5-0 1-1-0 B1 132 W:508 W:108 11:306 R:169 RUA83 "-4 1n U:-196 6 7 9 1-3-12 cMr 3-3-6 4'r 1-3-12 m4-9�3 T Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided ##10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale;17/32"=V WARIVING Read all notes on this sheet and verify all design pararneters. Designer: EMW WO:Cluperger Truss design on thisshcer is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: TM shoivu on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUSS which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown an this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Suildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2097 @ 21:15: 6 TOTAL 45.00 psf Seqn S8.1.0 - 7077 Job Name: CIUPERGER Truss ID: J20 Qt : 8 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 18.36 Tc FORCE nrL END CSI ID. SCRWs UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord-bracing applied 1-2 35 0.00 0.19 0.19 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 116 0.02 0.19 o.21 1 1 -227 lb -155 lb Loaded for 10 PSF non-concurrent BOLL. max O.C. from to 3-4 -351 0.03 0.02 0.04 1 2 -196 lb -125 lb Galvanization: G60 TC 12.00" 0- 0- 0 5- 0- 4 4-5 -195 0.02 0.04 0.06 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 5- 0- 4 5-6 228 0.04 0.17 0.20 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 -107 0.02 0.17 0.19 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification WEB 1 20TC20 50 1 1- 3-12 5.50" 306 209 Bldg Enclosed = Yes, BC FORCE AEr, BIM CSI ID SCRws 20 psf bottom chord live load NOT required 2 4-11- 8 1.50" 169 209 Truss Location = Not End Zone 8-9 0 0.00 0.11 0.11 1 on this truss, per IBC/IRC requirements for Exp Category = B 9-10 -209 0.04 0.09 0.13 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 7B.33 ft 10-11 -210 0.04 0.14 0.18 1 Mean roof height = 11.50 ft, mph = 160 11-12 16 0.00 0.14 0.14 1 Occupancy Category II, Wind Dead Load = 7.20 psf 12-16 40 0.01 0.04 0.04 1 Designed as Main Wind Force Resisting System 16-13 78 0.01 0.08 0.11 1 - Low-rise and Components and Cladding 13-1.4 -218 0.04 0.15 0.19 1 1s-os Tributary Area = 10 sqft 14-15 209 0.00 0.15 0.15 1 WEB FORCE CSI ID SCRWS 13-17 208 0.12 1 17-5 201 0.11 1 1-8 -45 0.01 1 DEFLECTION LOC. ALLOW. LC 2-9 225 0.04 1 Vert TL: 0.01" (L/999) 5-6 L/180 21 3-20 -207 0.06 1 Vert LL: 0.01" (L/999) 5-6 L/240 21 - 11-16 -248 0.09 1 Horz TL: 0.02" 4-17 111 0.02 1 Cantilever 6-14 -381 0.14 1 1-3-12 , 0-11-15 `� ^' `O ra 1-3-13 2 Vert TL: 0.02" (L/904) 1-2 L/ 90 19 7-15 236 0.06 1 � " , w Vert LL: 0.02" (L/826) 1-2 L/120 19 1-3-12 2-3-11 N m 4-9-5 16 -- Joint Locations -- 1 2 3 5 6 7 1 0- 0- 0 10 1- 5-15 2 1- 3-12 11 1- 8- 5 3 2- 3-11 12 3- 5- 8 6.00 4 2- 5- 2 13 3- 5- 8 5 3- 5- 8 14 3- 7-11 6 4- 9- 5 15 5- 0- 4 7 5- 0- 4 16 3- 5- 8 8 0- 0- 0 17 3- 5- 8 9 1- 3-12 1-11-2 2-11.2 2-11-2 SHIP 7 1-0-0 I0- 82 5-0 6 1SWA08 1 R:169 U:-196 1-1-0 B1 W:508 3 27 6 11 5-0-4 113 4.5.19 8 9 10 1214 15 1-3112 t ,, 1-9-3 m 1-4-10 1-3-12 m 3-5-8 m1m 5-0-4 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:17132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NU7RUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: ■ ■ ■ TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: ®V� •■V®® which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the miss assembly shormt on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3115/2017 @ 21:15: 0 TOTAL 45.00 psf 1 Seqn S8.1.0 - 7078 Job Name: CIUPERGER Truss ID: T01 Q# : 13 SPACING: 2-0- 0 PLY: 1 WEIGHT: 88.86 TC FORCE rao. MO) COI ID SCRW3 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT-OF This design based on chord bracing applied 1-2 -38 0.00 0.26 0.27 1 Support CSC Wind Main Wind Non-Wind• MULTIPLE LOAD CASES. per the following schedule: 2-3 9s 0.00 0.26 0.26 1 -SP 1 -593 lb -507 lb Loaded for 10 PSF non-concurrent BCLL• max o.c. from to 3-4 -1286 0.26 0.23 0.47 1 SP- 2 -593 lb -507 lb Galvanization: G60 TC 12.00" 0- 0- 0 25-10- 0 4-5 -1417 0.27 0.17 0.43 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 25-10- 0 5-6 -1339 0.27 0.16 0.41 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 -1263 0.23 0.26 0.48 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 7-8 -1242 0.23 0.37 0.58 1 WEB 1 20TC20 50 1 1- 3-12 5.50" 1166 -110 Bldg Enclosed = Yes, e-9 -821 0.16 0.34 0.49 1 -SP 20 psf bottom chord live load NOT required 2 24- 6- 4 5.5011 1166 -110 Truss Location = Not End Zone 9-10 -821 0.16 0.34 0.49 1 SP- on this truss, per IBC/IRC requirements for Exp Category = B 10-11 -1242 0.23 0.37 0.59 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 11-12 -1263 0.23 0.26 0.48 1 Mean roof height = 13.54 ft, mph = 160 12-13 -1339 0.27 0.16 0.41 1 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 -1417 0.27 0.17 0.43 1 Designed as Main Wind Force Resisting System 14-15 -1286 0.26 0.23 0.47 1 -sP - Low-rise and Components and Cladding 15-16 95 0.00 0.26 0.26 1 SP- Tributary Area = 52 sqft 16-17 -38 0.00 0.26 0.27 1 BC FORCE = END COI ID SCRWS 161-19 0 0.00 0.34 0.34 1 19-20 110 0.00 0.34 0.52 1 -Sr 20-21 983 0.16 0.60 OAO 1 SP- DEFLECTION LOC. ALLOW. LC 21-22 1229 0.16 0.30 0.45 1 Vert TL: -0.15" (L/999) 10-11 L/180 59 22-23 1231 0.15 0.48 0.49 1 Vert LL: -0.07" (L/999) 10-11 L/240 59 23-24 2089 0.19 0.13 0.31 1 Horz TL: 0.09" 24-25 1042 0.13 0.27 0.40 1 Cantilever 25-26 909 0.05 0.36 0.41 1 Vert TL: 0.09" (L/169) 18-19 L/ 90 59 26-27 1042 0.13 0.27 0.40 1 Vert LL: 0.06" (L/273) 18-19 L/120 59 27-28 1089 0.18 0.13 0.31 1 2e-29 1231 0.15 0.4e 0.4e 1 mN g3-5-7 _2-11� 3-2-71-3 m� Sr N Joint Locations 29-30 1228 0.16 0.30 0.45 1 1-3-12 - - °^) -+ -� 1 0- 0- 0 18 0- 0- 0 13 0 1617 19-3-13 30-31 983 0.16 0.60 0.60 1 -SP 2 1- 3-12 19 1- 3-12 31-32 -110 0.00 D.34 0.51 1 OP- 12-11-0 3 3- 2- 0 20 1- 5-13 32-33 0 0.00 0.34 0.34 1 1 2 3 5 7 10 11 12 14 16 4 3- 3-12 21 5- 9- 9 4 F 1 9 15 17 5 6- 3-15 22 5-11- wea FORCE csx ID scrwa 6 6- 6- 3 23 10- 5- 1 1-18 -65 0.02 1 6.00 610 8 6.00 7 9- 8- 9 24 10- 7- 2 - 2-19 110 0.02 1 8 12- 8- 0 25 10- 9- 8 3-20 -1448 0.77 1 SP-SP 9 12-11- 0 26 15- 0- 8 4-21 323 0.07 1 10 13- 2- 0 27 15- 2-14 5-22 60 0.05 1 11 16- 1- 7 28 IS- 4-15 6-23 -192 0.38 1 12 19- 3-13 29 19-10- 9 7-24 -274 0.53 1 13 19- 6- 1 30 20- 0- 7 8-25 487 0.93 1 t 14 22- 6- 4 31 24- 4- 3 10-26 487 0.93 1 6-11-0 6-8-10 6-11-0 15 22- 8- 0 32 24- 6- 4 11-27 -274 0.53 1 SHIP 16 24- 6- 4 33 25-10- 0 12-28 -192 0.38 1 17 25-10- 0 13-29 60 0.05 1 14-30 323 0.07 1 15-31 -1449 0.77 1 SP-SP 16-32 110 0.02 1 =0-5-0 Z05-0 ,17-33 -85 D.02 1 1-1-0 81 B2W:508 W:508 11:1166 11:1166 U:593 U:-593 2n 22 24 25-10-0 27 se 32 18 19 21 2325 2628 29 31 33 1-3-12 m 4-3-12 4-5-9 m 4.2-15 `^+ 4-5-9 q 4-3-12 }iN 1-3-12 �� 5-9-9 � 10-6-1 ��� 15-0-8 l 19-10-9�^� 24-4-3 mlr ��tl4b Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5/32"=V WARNING Read all notes on this sheet and verily all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is Only valid frith NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing ahow7t is lateral bracing of truss members only Any additional bracing, Cutting temporary and/or permanent,is the responsibility of die truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified, TC Dead 15.00 psf Buiidg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 8 TOTAL 45.00 psf Segn S8.1.0 - 7079 Job Name: CIUPERGER Truss ID: T02 Qt : 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 36.56 I FORCE. AXL END cal IV SCRWs UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT_OF This design based on chord bracing applied 1-2 30 0.00 0.10 0.10 1 Support 'C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 99 0.01 0.19 0.18 1 1 -391 lb -293 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -470 0.09 0.18 0.26 1 2 -391 lb -293 lb Galvanization: G60 TC 12.00" 0- 0- 0 12- 4- 0 4-5 -464 0.oe 0.32 0.32 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 12- 4- 0 5-6 -295 0.06 0.12 0.17 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 -295 0.06 0.12 0.17 1. BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 7-8 -464 0.05 0.32 0.32 1 WEB 1 20TC20 50 1 1- 3-12 5.50" 564 55 Bldg Enclosed = Yes, 8-9 -470 0.09 0.18 0.26 1 20 psf bottom chord live load NOT required 2 Si- 0- 4 5.50" 564 -55 Truss Location = Not End Zone 9-10 99 0.01 0.19 0.18 1 on this truss, per IBC/IRC requirements for Exp Category = B 10-11 30 0.00 0.10 0.10 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft Mean roof height = 18.85 ft, mph = 160 Be FORCE n BWD Cal ID SCRWs Occupancy Category II, Wind Dead Load = 7.20 psf 12-13 0 0.00 0.19 0.19 1 Designed as Main Wind Force Resisting System 13-14 -55 0.00 0.19 0.23 1 - Low-rise and Components and Cladding 14-15 377 0.06 0.25 0.25 1 Tributary Area = 25 sgft 15-16 367 0.06 0.09 0.15 1 16-17 322 0.04 0.10 0.14 1 17-18 367 0.06 0.09 0.15 1 18-19 377 0.06 0.25 0.25 1 19-20 -55 0.00 0.19 0.23 1 20-21 0 0.00 0.10 0.19 1 DEFLECTION LOC. ALLOW. LC Vert TL: -0.04" (L/999) 7-8 L/180 59 WEB FORCE CSI m 3CRW3 Vert LL: -0.02" (L/999) 7-8 L/240 59 1-12 -44 0.01 1 Horz TL: 0.02" 2-13 136 0.02 1 Cantilever 3-14 -55e 0.29 1 1-3-12 1-10-0 2-7-5 ^� 2-7-5 It 1-101-10 0 Vert TL: 0.03" (L/459) 20-21 L/ 90 59 4-15 129 0.02 1 -� -- I N ry rh Vert LL: 0.03" (L/493) 20-21 L/120 59 5-16 124 0.09 1 1-3-12 3-1-12 5-11-1 9-0-4 11-0-4 a 7-17 124 0.09 1 Joint Locations -- 8-18 129 0.02 1 6-2-0 l 6-2-0 1 0- 0- 0 12 0- 0- 0 9-19 -558 0.29 1 1 2 3 5 7 8 10 11 2 1- 3-12 13 1- 3-12 10-2 -44 0.0 1 6 3 3- 1-12 14 - 5-13 11-21u- -a4 0.011 1 6.00 $.00 5 5-11-1 2 is 4 1 16 4- 6- 9 3- -0 6 6- 2- 0 17 7- 9- 7 7 6- 4-15 18 7-11-12 8 9- 0- 4 19 10-10- 3 9 9- 2- 4 20 11- 0- 4 10 11- 0- 4 21 12- 4- 0 11 12- 4- 0 3 6 8 3-4-2 SHIP I0-5-0 11 I0-5-0 1-1-0 131 B2 1-1-0 W:508 W:508 R:564 11:564 14-091 U:-391 16 12-4-0 18 20 12 13 15 17 19 21 1-3-12 2-10-', �7 3-2-13 2-10-7 1-3-1- 2 4-4-4 7-9-7 10-10-3 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:3/8"=V WARNING Read all notes on this street and verify al!design parameters. Designer: EI&N WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U S STM show»on this drawing is not erection bracing,wind brachag,portal bracing or similar bracing which is part 0f the building design and Engg Chk: NUTRwhich must be considered by the building designer. Bracing shown is lateml bracing of truss members only Any additional bracing, Cutting temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TO Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown out this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spares specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 3 TOTAL 45.00 psf Seqn S8.1.0 - 7080 Job Name: CIUPERGER Truss ID: T03 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 15.81 Tc MACE AXL Barn cal ID SCRWS UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 32 0.00 0.19 0.10 1 Support C&C Wind Main Wind Nan-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 122 0.02 0.19 0.19 1 1 -183 lb -116 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -67 0.00 0.10 0.10 1 2 -196 lb -125 lb Galvanization: G60 TC 12.00" 0- 0- 0 5- 0- 4 4-5 -49 0.01 0.10 0.1.0 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 5- 0- 4 TC 1 20TC20 50 REACTIONS This truss is designed using the BC FORCE AXL WD CS1 lD SCRWS BC 1 20TC20 50 BRG X-LOC SIZE REACT HOAR ASCE7-10 Wind Specification 6-7 0 0.00 0.16 0.16 i WEB 1 20TC20 50 1 1- 3-12 5.501' 306 209 Bldg Enclosed = Yes, 7-8 -209 0.00 0.16 0.16 1 20 psf bottom chord live load NOT required 2 4-11- 8 1.50" 169 209 Truss Location = Not End Zone 9-9 -135 0.01 0.36 0.36 1 on this truss, per IBC/IRC requirements for Exp Category = B 9-10 209 0.03 0.10 0.13 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft Mean roof height = 11.50 ft, mph = 160 WEB FORCE CSI ID SCRW3 Occupancy Category II, Wind Dead Load = 7.20 psf 1-6 -48 0.01 1 Designed as Main Wind Force Resisting System 2-7 213 D.04 1 - Low-rise and Components and Cladding 3-e -139 0.06 1 Tributary Area = 10 sqft 4-9 206 0.06 1 5-10 72 0.04 1 DEFLECTION LOC. ALLOW. LC Vert TL: -0.03" (L/999) 8-9 L/180 54 Vert LL: -0.02" (L/999) 8-9 L/240 54 Horz TL: 0.01" Cantilever 1-31-3� 1-8-4 N 1-10-4 Vert TL: 0.03" (L/584) 6-7 L/ 90 54 1-3-12 3-0-0 dv R' 5-0-0 Vert LL: 0.03" (L/611) 6-7 L/120 54 Joint Locations - 1 2 3 5 1 0- 0- 0 6 0- 0- 0 4 2 1- 3-12 7 1- 3-12 3 3- 0- 1 8 1- 5-13 6.00 4 3- 2- 0 9 4- 9- 3 5 5- 0- 4 10 5- 0- 4 2-11-2 2-11-2 I0-5-0 1-1-0 B1 B2 W:508 W:108 11:306 R:169 PA83 5-0.4 10 U:-196 6 7 9 ' 1-3-12 �� 3-3-6 "t 1-3-12 m ti 4-9-3 mi Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:17132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Tntss design on this sheet is only valid with A'UTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing%vhich is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shoun is lateral bracing of truss members only My additional bracing, Cutting temporary a»d/or permanent,is the responsibility of the truss erector and/or the building designer. 17ie Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 6 TOTAL 45.00 psf Seqn S8.1.0 - 7081 Job Name: CIUPERGER Truss ID: T04A Qt : 6 SPACING: 2- 0-0 PLY: 1 WEIGHT: 38.72 Tc FORCE Axr. arm CS1 ID scads UPLIFT REACTION(S) _ THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-z -28 0.00 0.16 0.17 1 Support C5C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 99 0.02 0.24 0.25 1 1 -279 lb -213 lb Loaded for 10 PSF non-concurrent BCLL, max O.C. from to 3-4 -521 0.10 0.24 0.34 1 2 -419 lb -332 lb End verticals are designed for axial loads TO 12.00" 0- 0- 0 11- 9- 0 4-5 -490 0.02 0.45 0.45 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00" 0- 0- 0 11- 9- 0 5-6 -243 0.01 0.51 0.51 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 6-7 -101 0.02 0.94 0.95 1 BC 1 20TC20 50 (if any) have been designed for loads WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS BC FORCE Arc. Bret CS1 ID SCRWS This truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ 8-9 0 0.00 0.25 0.25 1 ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 1- 2-12 3.50" 591 412 9-10 -412 0.00 0.22 0.26 1 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 11- 7-10 2.75" 474 412 10-11 -520 0.05 0.50 0.50 1 Truss Location = Not End Zone hinge effect that requires additional design 11-12 383 0.05 0.43 0.47 1 Exp Category = B consideration (by others). 12-13 344 0.06 0.96 0.96 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 20 psf bottom chord live load NOT required 13-14 412 0.07 0.22 0.29 1 Mean roof height = 13.18 ft, mph = 160 on this truss, per IBC/IRC requirements for Occupancy Category II, Wind Dead Load = 7.20 paftics with limited storage. WEB FORCE cal ID SCRWS Designed as Main Wind Force Resisting System 1-e -62 0.01 1 - Low-rise and Components and Cladding 2-9 138 0.02 1 Tributary Area 24 sqft 3-10 -619 0.33 1 4-11 210 0.08 1 5-12 263 0.12 1 DEFLECTION LOC. ALLOW. LC 6-13 -485 0.39 1 Vert TL: -0.13" (L/958) 12-13 L/180 51 7-14 131 0.29 1 Vert LL: -0.06" (L/999) 12-13 L/240 51 Horz TL: 0.02" th Cantilever 1.2-12 �1-10-74 -44-0-13 N 4-3-2 Vert TL: 0.04" (L/343) B-9 L/ 90 54 1-2-12 3-1-3 7-3-9 t` 11-9-0 Vert LL: 0.03" (L/485) 8-9 L/120 54 Joint Locations - 1 2 3 5 7 1 0- 0- 0 B 0- 0- 0 4 6 2 1- 2-12 9 1- 2-12 6.00 3 3- 1- 3 10 1- 4-12 4 3- 2-12 11 6- 4- 1 5 7- 3- 9 12 6- 5-14 6 7- 5-14 13 11- 6- 0 7 11- 9- 0 14 11- 9- 0 6-3.8 6 -4 6-3-8 IO-5-0 1-1-0 B1 132 W:308 W:212 R:591 11:474 U:-279 U:-419 10 11-9-0 12 1p 8 9 11 13 1-2-12 N 4-115 1-2-12 6 4.1 ml� 11-6-0 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:1/4"=1' WARNING React all notes on this sheet and verify all design parameters. Designer: MR WO:Ciuperger Truss design on this sheet is•only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing, wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : NUTRUS temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:15: 9 TOTAL 45.00 psf Seqn S8.1.0 - 7082 Job Name: CIUPERGER Truss ID: T04B (fit : 6 SPACING: 2-0-0 PLY: 1 WEIGHT: 140.88 TC FORCE axe END CST ID SCRrrs UPLIFT REACTION(S) : . THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 35 0.00 0.06 0.06 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 46 0.00 0.03 0.04 1 -SP 1 -483 lb -461 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -221 0.04 0.61 0.65 1 SP-SP 2 -657 lb -644 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 30- 1-12 4-5 -514 0.11 0.69 0.79 1 sp- 3 -98 lb -72 lb -224 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 30- 1-12 5-6 -764 0.15 0.69 0.83 1 Type ID SECTION Fy(ksd.) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 -855 0.19 0.41 0.58 1 TO 1 20TC20 50 End verticals are designed for axial loads 7-8 -985 0.20 0.41 0.58 1 BC 1 20TC20 50 only unless noted otherwise. REACTIONS 8-9 -979 0.21 0.33 0.53 1 WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 9-10 -907 0.18 0.49 0.66 1 This truss is designed using the (i£ any) have been designed for loads 1 0- 1- 6 2,75" 1097 46 10-11 -957 0.18 0.49 0.66 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 25- 7- 8 3.50" 1736 0 11-12 -510 0.10 0.63 0.72 1 -sP Bldg Enclosed = Yes, the end of the extensions have not been 3 30- 0- 0 3.50" 55 46 12-13 -474 0.10 0.64 0.73 1 SP-SP Truss Location = Not End Zone considered unless shown. A drop-leg to an 13-14 175 0.03 0.64 0.69 1 SP-SP Exp Category = B otherwise unsupported wall may create a 14-15 175 0.03 0.71 0.71 1 SP- Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 15-16 97 0.02 0.17 0.19 1 Mean roof height = 13.58.ft, mph = 160 consideration (by others). 16-17 0 0.00 0.20 0.20 1 Occupancy Category II, Wind Dead Load = 7.20 psEO psf bottom chord live load NOT required Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for ec FORCE ANT, END COX To SORwS - Low-rise and Components and Cladding attics with limited storage. 18-19 -46 0.00 0,80 0.90 1 SP-SP Tributary Area = 60 sqft 19-20 221 0.04 1.04 1.04 1 SP-SP 20-21 514 0.08 0.46 0.53 1 SF- DEFLECTION LOC. ALLOW. LC 21-22 764 0.10 0.25 0.34 1 Vert TL: -0.23" (L/999) 4-5 L/180 1 22-23 855 0.11 0.25 0.36 1 Vert LL: -0.11" (L/999) 4-5 L/240 1 23-24 985 0.12 0.19 0.31 1 HOIz TL: 0.03" 24-25 979 0,13 0.21 0.33 1 25-26 907 0.11 0.21 0.32 1 to o ---- Joint Locations = 3 26-27 957 0.14 0.30 0.44 1 15-0 m m 4-3-3 1O �' 4-7-12 '� R' 4-7-13 " " 4-7-14 4-7-15 ru m N N 1 0- 0- 0 18 0- 0- 0 27-28 510 0.06 0.33 0.39 1 -SP rd m -mod rd s•n m m c6 2 1- 5- 0 19 0- 3- 1 28-29 474 0.08 0.29 0.47 1 SP-SP 1-5-0 0, �+6_0 11 m 10-10-14 �6 ^ 15-9-0 m 20-7-2 m N 25-5-5 m N N N N m 3 1- 7- 2 20 3- 9-10 29-30 -175 0.03 0.32 0.34 1 SP-SP 4 1- 9- 9 21 4- 0- 0 30-31 -175 0.03 0.29 0.32 1 SP- 1f5-0 I 28-8-12 5 6- 0-11 22 7- 9-10 31-32 -07 0.01 0.50 0.51 1 1 2 4 5 7 9 11 13 15 17 6 6- 3- 2 23 8- 0- 0 32-33 0 0.00 0.00 0.08 1 6 8 10 12 14 16 7 10-10-14 24 12- 2- 9 8 11- 1- 3 25 12- 4-14 WEB FORCE CST To SCRws 6.00 9 15- 9- 0 26 16- 7- 7 1-18 51 0.12 1 SP- 10 15-11- 5 27 16- 9-12 3-19 -1146 0.90 1 SP-SP 11 20- 7- 2 28 21- 0- 6 4-20 1042 0.47 1 SP-SP 12 20- 9- 6 29 21- 2-10 5-21 -864 0.63 1 13 25- 5- 5 30 25- 7- 8 6-22 415 0.31 1 14 25- 7- 8 31 25- 9-12 7-23 -332 0.44 1 15 27- 8- 4 32 29-10- 8 8-24 122 0.12 1 16 27-10-10 33 30- 1-12 9-25 164 0.36 1 17 30- 1-12 10-26 -509 0.58 1 11-27 717 0.99 1 7-M 6-3-86-1 -0 7-0-0 12-2 0. 1 SP-SP 13-29 1229 1229 0.7171 1 SP-SF 1 14-30 -1331 0.99 1 SP-aP 15-31 -346 0.42 1 16-32 347 0.30 1 1 17-33 -94 0.28 1 W: 25-7-8 W: W: W:212 W;308 W:308 R:1097 R:1736 R.55 t U:483 U:$57 U:-224 19 21 23 25 30-1-12 27 29 31 3 18 20 22 24 26 28 30 32 0-3-1� 4-2-9 0-3-1 0-3-1 m o12-2-9 16-7-7 4-12-1-6 54-7-1-48 � �N249-0--1102-8 T� AN.a Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale;5/32"=1' DARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with NIMUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U S STM shown on this drawing is not erection bracing,wind bmchng,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRwhich must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and sparts specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:16: s TOTAL 45.00 psf I Seqn S8.1.0 - 7083 Job Name: CIUPERGER Truss ID: T05A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 44.59 Tc FORCE wm BND cal ID aCRWa UPLIFT REACTION(S) : ,THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -28 0.00 0.17 0.17 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 e7 0.01 0.37 0.37 1 1 -291 lb -228 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -606 0.12 0.36 0.47 1 2 -445 lb -359 lb End verticals are designed for axial loads TC 12.00" 0- 0- 0 12- 8-12 4-5 -586 0.03 0.95 0.95 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00" 0- 0- 0 12- 8-12 5-6 -307 0.01 0.47 0.47 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 6-7 -264 0.01 0.63 0.63 1 BC 1 20TC20 50 (if any) have been designed for loads 7-8 -103 0.01 1.02 1.03 1 WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS This truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ BC FORCE a1a. Biro cs1 ID aCRWa ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 1- 2-12 3,50" 634 436 9-10 0 0.00 0.25 0.25 1 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 12- 7- 6 2.75" 518 436 10-11 -436 0.00 0.25 0.29 1 Truss Location = Not End Zone hinge effect that requires additional design 11-12 -575 0.08 0.40 0.40 1 Exp Category = B consideration (by others). 12-13 458 0.06 0.12 0,18 1 Bldg Length = 92.83 ft, Bldg Width = 78.33 ft 20 psf bottom chord live load NOT required 13-14 372 0.04 0.24 0.29 1 Mean roof height = 13.43 ft, mph = 160 on this truss, per IBC/IRC requirements for 14715 390 0.05 0.67 0.67 1 Occupancy Category II, Wind Dead Load = 7.20 paftics with limited storage. 15-26 436 0.07 0.24 0.31 1 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding WEB FORCE cal ID scawa Tributary Area = 25 sgf't 1-9 -64 0.01 1 2-10 91 0.01 1 3-11 -721 0.37 1 DEFLECTION LOC. ALLOW. LC 4-12 222 0.04 1 Vert TL: -0.12" (L/999) 4-5 L/180 54 5-13 -156 0.29 1 Vert LL: -0.06" (L/999) 4-5 L/240 54 6-14 204 0.03 1 Horz TL: 0.02" 7-15 -559 0.51 1 Cantilever 8-16 129 0.32 1 f7 u7 Vert TL: 0.04" (L/374) 9-10 L/ 90 54 1_2--12 42-0-0 4-7-15 4-5-13 Vert LL: 0.03" (L/498) 9-10 L/120 54 1-2-12 3-2-12 7-10-11 m 12-8-12 Joint Locations 1 0- 0- 0 9 0- 0- 0 1 2 3 5 7 8 2 1- 2-12 10 1- 2-12 4 6 3 3- 0-14 11 1- 4-13 6.00 4 3- 2-12 12 4-10-10 5 7-10-11 13 5- 0-12 6 8- 0-12 14 8- 8- 7 7 8- 2-15 15 12- 5-12 8 12- 8-12 16 12- 8-12 6-9-6 -2 6-9-6 1-1 0 131 B2 W:308 W:212 R:634 R:518 U:-291 U:-445 11 192-8-12 1�6 9 10 12 14 Is 1-2-12 3-1 �ti 3-7-11 3-9-5 1-2- r 4-10-1 8-8-7 72-5-12 m6 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale.7/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drmving is not erection bracing,wind bracing, portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUS which mast be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary andor permanent, is the responsibility of the truss erector and/or the building designer. Ilia Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shout on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 311 512 0 1 7 @ 21:16: 0 TOTAL 45.00 psf Seqn S8.1.0 - 7084 Job Name: CIUPERGER Truss ID: T05B Qt : 1 SPACING: 1-4- 0 PLY: 1 WEIGHT: 139.96 Tc FORCE AXL Bim CST 1n SCRWS UPLIFT REACTIONS) NOTE:MAXIMIMUM TRUSS SPACING IS 16.0 11O.C. - This design based on chord bracing applied 1-2 24 0.00 0.04 0.04 1 Support C&C Wind Main Wind Non-Wind THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2-3 30 0.00 0.02 0.02 1 -SP 1 -382 lb -361 lb MULTIPLE LOAD CASES. max o.c. from to 3-4 -190 0.04 0.54 0.50 1 SP-SP 2 -388 lb -377 lb Loaded for 10 PSF non-concurrent BCLL. TC 12.00" 0- 0- 0 30- 1-12 4-5 -329 0.07 0.54 0,60 1 SP- Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. BC 12.00" 0- 0- 0 30- 1-12 5-6 -611 0.12 0.47 0.58 1 TC 1 20TC20 50 End verticals are designed for axial loads Galvanization: G60 6-7 -730 0.15 0.20 0.41 1 BC 1 20TC20 50 only unless noted otherwise. 7-8 -874 0.17 0.28 0.44 1 WEB 1 20TC20 50 Extensions above or below the truss profile REACTIONS 0-9 -937 0.19 0.22 0.41 1 This truss is designed using the (if any) have been designed for loads BRG X-LOC SIZE REACT HORIZ 9-10 -984 0.20 0.22 0.40 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 1 0- 1- 6 2.7511 896 31 10-11 -966 0.20 0.20 0.39 1 Bldg Enclosed = Yes, the end of the extensions have not been 2 30- 0- 0 3.50" 913 31 11-12 -932 0.19 0.27 0.44 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 12-13 -el6 0.17 0.27 0.42 1 Exp Category = B otherwise unsupported wall may.create a 13-14 -720 0.14 0.37 0.50 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 14-15 -490 0.10 0.37 0.45 1 Mean roof height = 13.58 ft, mph = 160 consideration (by others). 15-16 -347 0.07 0.38 0.44 1 -SP Occupancy Category II, Wind Dead Load = 7.20 ps2O psf bottom chord live load NOT required 16-17 0 0.00 0.44 0.45 1 SF- Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for - Low-rise and Components and Cladding attics with limited storage. ' BC FORCE AXL BND CSI To SCRWS Tributary Area = 40 sqft 18-19 -31 0.00 0.70 0.70 1 -SP 19-20 190 0.03 0.76 0.76 1 SP-SP 20-21 329 0.05 0.38 0.44 1 SF- DEFLECTION LOC. ALLOW. LC 21-22 611 0.08 0.24 0.31 1 Vert TL: -0.16" (L/999) 8-9 L/180 1 22-23 730 0.09 0.24 0.33 1 Vert LL: -0.08" (L/999) 8-9 L/240 1 23-24 874 0.11 0.10 0.29 1 Horz TL: 0.04" 24-25 937 0.12 0.18 0.30 1 2s-26 984 0.13 0.11 0.24 1 == Joint Locations == 26-27 966 0.12 0.16 0.29 1 1-5-0 t� ti 4-1-1 tQ �4-1-1 4-1-1 'D �4-1-1 'D �4.1-1 'D t 1 0- 0- 0 18 0- 0- 0 27-28 932 0.12 0.16 0.27 1 � �l t(r--modrJ h 28-29 816 0.13 0.21 0.34 1 1.5.0 �9-9-8 m m14-1-0 m 18-4-7 m -�22-7-15 m %6-11-6 m N m 3 1- 7- 2 20 2- 9-10 29-30 720 0.12 0.21 0.32 1 4 1- 9- 7 21 3- 0- 0 30-31 480 0.06 0.27 0.33 1 1r5-0-1 28-8-12 5 5- 6- 1 22 7- 3-15 31-32 347 0.04 0.27 0.31 1 -SP 1 2 4 5 7 9 11 13 15 11 6 5- 8- 7 23 7- 6- 5 32-33 0 0.00 0.03 0.03 1 SP- 6 8 10 12 14 16 7 9- 9- 8 24 11-10- 3 8 9-11-15 25 12- 0- 9_ WEB FORCE CST To SCRWS 6.00 9 14- 1- 0 26 16- 4- 8 1-18 34 0.08 1 10 14- 3- 6 27 16- 6-14 3-19 -1001 0.70 1 SP-SP 11 18- 4- 7 28 20-10-13 4-20 946 0.40 1 SP-SP 12 18- 6-13 29 21- 1- 3 5-21 -819 0.62 1 13 22- 7-15 30 25- 5- 1 6-22 515 0.47 1 14 22-10- 5 31 25- 7- 7 7-23 -457 0.57 1 15 26-11- 6 32 29-10- 8 8-24 240 0.22 1 16 27- 1-12 33 30- 1-12 9-25 -165 0.51 1 t 17 30- 1-12 10-26 68 0.19 1 7-0-0 6-1 -0 7-0-0 11-27 146 0.16 1 6-3-8 12-2 - 0.45 1 13-29 432 432 0.45 1 14-30 -683 0.97 1 15-31 699 0.71 1 16-32 -934 0.72 1 SP-31? 17-33 32 0.08 1 B1 B2 W:212 W:308 R:896 R:913 U:382 U:-388 1Q21?.2530-1-122 249�18 20 22 24 26 28 30 3220 22 24 26 28 30 32 03-4 4-3-14 4-3-14 4-3-14 4-3-15 4-3-15 4-3-1 N ¢ ,' z f or 4) Lb� �' a 0-3-4 Z m 73-14 n 11-10-3 16-4-8 � 20-10-13 25-5-1 29-10-8 R Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each and of the truss member: SP = Spacer supplied by NUCONSTEEL Scale;6132"=1' WARNING Read all notes on this sheet and verily all design parameters. Designer: EMw WO:Cluperger Truss design on this sheet is only valid with NU TRUSS sections and is for an individual building component,not a truss system,Bracing Dsgn Chk: SST11 shomr on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUwhich must be considered by the building designer. Bracing shouts is lateral bracing of truss members only Any additional bracing. Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:16: 5 TOTAL 45.00 psf I Segn S8.1.0 - 7086 Job Name: CIUPERGER Truss ID: TO6A Qt : 8 SPACING: 2- 0-0 PLY: 1 WEIGHT: 54.85 r Tc FORCE wm mm CS1 ID SCRWS UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 28 0.00 0.16 0.16 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 104 0.01 0.16 0.18 1 1 -284 lb -223 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 _696 0.13 0.07 0.19 1 2 -453 lb -366 lb End verticals are designed for axial loads TC 12.00" 0- 0- 0 12- 8-12 4-5 -927 0.18 0.09 o.24 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00" 0- 0- 0 12- 8-12 5-6 -836 0.17 0.17 0.33 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 6-7 -600 0.12 0.17 0.28 1 BC 1 20TC20 50 (if any) have been desig ned for loads 7-8 -381 0.07 0.24 0.30 1 WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS 8-9 -264 0.04 0.27 0.30 1 This truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ 9-10 -280 0.04 0.35 0.39 1 ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 1- 2-12 3.50" 625 436 10-11 108 0.03 0.35 0.37 1 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 12- 7- 6 2.75" 527 436 Truss Location Not End Zone hinge effect that requires additional design Be FORCE rnc, END c8I ID SCRWS Exp Category = B consideration (by others). 12-13 0 0.00 0-.17 0.17 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 20 psf bottom chord live load NOT required 13-14 -436 0.00 0.19 0.25 1 Mean roof height = 13.43 ft, mph = 160 on this truss, per IBC/IRC requirements for 14-15 -665 0.08 0.19 0.27 1 Occupancy Category II, Wind Dead Load = 7.20 patties with limited storage. 15-16 48 0.00 0.24 0.24 1 Designed as Main Wind Force Resisting System 16-25 56 0.00 0.12 0.12 1 - Low-rise and Components and Cladding 25-27 197 0.04 0.27 0.35 1 Tributary Area = 25 sqft 17-18 ­940 0.10 0.11 0.21 1 1S- OS 18-19 487 0.06 0.19 0.24 1 19-20 487 0.09 0.19 0.25 1 DEFLECTION LOC. ALLOW. LC 20-21 439 0.03 0.19 0.20 1 05- 1s Vert TL: -0.07" (L/999) 6-7 L/180 54 21-27 248 0.04 0.26 0.29 1 Vert LL: -0.03" (L/999) 6-7 L/240 54 27-22 46 0.00 0.26 0.26 1 Horz TL: 0.04" 22-23 -106 0.01 0.27 0.27 1 Cantilever 23-24 0 0.00 0.27 0.28 1 N m �+ Vert TL: 0.04" (L/352) 12-13 L/ 90 54 1-2-12 ti m n 3-0-10 m 2-10�3 2-1-12 Vert LL: 0.03" (L/486) 12-13 L/120 54 WEB FORCE Cal m OCRWS 1-2-12 + r(+ T v 7-6-8 T L 10-7-0 12-8-12 17-26 224 0.30 1 Joint Locations =_ 26-5 -149 0.20 1 1 0- 0- 0 15 1- 7- 1 21-28 299 0.08 1 1 2 3 5 7 9 10 2 1- 2-12 16 4- 4- 0 28-9 257 0.45 1 4 6 8 11 3 2- 8- 9 17 4- 4- 0 1-12 -59 0.01 1 6.00 4 2- 9-14 18 7- 4-15 2-13 197 0.03 1 5 4- 4- 0 19 7- 6- 8 3-14 -a03 0.30 1 6 4- 5-14 20 10- 4-15 15-25 -744 0.52 1 7 7- 6- 8 21 10- 7- 0 4-26 335 0.06 1 8 7- 8-13 22 10- 7- 0 6-18 452 0.35 1 9 10- 7- 0 23 12- 6- 6 7-19 295 0.16 1 10 12- 5-10 24 12- 8-12 8-20 -453 0.60 1 11 12- 8-12 25 4- 4- 0 10-28 572 0.41 1 12 0- 0- 0 26 4- 4- 0 23-27 585 0.10 1 13 1- 2-12 27 10- 7- 0 11-24 -443 0.47 1 14 1- 4-14 28 10- 7- 0 6-9-6 2 6-9-6 10-5-0 �s is 1-1-0 131 B2 W:308 W:212 R:625 R:527 41&tM ,2-2-12 U:-453 I 14 17 12-8-1 1--i-a g 21 2 . 12 1315 16 18 2022 2 1-2-12 2-8-16 3-0-15 2-10-7 CO m 1-2-12 4-4-0 7 4-15 m 10-4-15 ml� 3 Nl� Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/32"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Tntss design on this sheet is only valid tvith NU MUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: ■ TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: •■V!® which must be considered by the building designer. Bracing shoun is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2016 13C Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:16: 1 TOTAL 45.00 psf 1 Seqn S8.1.0 - 7086 r Job Name: CIUPERGER Truss ID: T06B Q4 : 13 SPACING: 1-4-0 PLY: 1 WEIGHT: 135.71 Tc FORCE AXL BND CSI ID SCRWS UPLIFT REACTIONS) : NOTE:MAXIMIMUM TRUSS SPACING IS 16.0 " O.C. This design based on chord bracing applied 1-2 7 0.00 0.00 0.00 1 Support C&C Wind Main Wind Non-Wind THIS DESIGN IS THE COMPOSITE RESULT OF .per the following schedule: 2-3 10 0.00 0.06 0.06 1 -SP 1 -366 lb -356 lb MULTIPLE LOAD CASES. max o.c, from to 3-4 -127 0.02 0.52 0.55 1 SP-SP 2 -373 lb -365 lb Loaded for 10 PSF non-concurrent BCLL. TC 12.00" 0- 0- 0 29- 2- 0 4-5 -535 0.11 0.51 0.61 1 SP- Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. BC 12.00" 0- 0- 0 29- 2- 0 5-6 -535 0.09 0.41 0.49 1 TC 1 20TC20 50 End verticals are designed for axial loads Galvanization: G60 6-7 -979 0.20 0.25 0.43 1 BC 1 20TC20 50 only unless noted otherwise. 7-8 -1048 0.21 0.24 0.44 1 WEB 1 20TC20 50 Extensions above or below the truss profile REACTIONS 8-9 -1233 0.25 0.24 0.46 1 This truss is designed using the (if any) have been designed for loads BRG X-LOC SIZE REACT HORIZ 9-10 -1279 0.26 0.16 0.42 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 1 0- 1- 6 2.75" 867 10 10-11 -1302 0.26 0.18 0.42 1 Bldg Enclosed = Yes, the end of the extensions have not been 2 29- 0- 4 3.50" 883 10 11-12 -1226 0.25 0.19 0.42 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 12-13 -1188 0.24 0.21 0.43 1 Exp Category = B otherwise unsupported wall may create a 13-14 -870 0.14 0.43 0.56 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 14-as -e70 0.17 0.38 0.54 1 -SP Mean roof height = 13.58 ft, mph = 160 consideration (by others). 15-16 -337 0.07 0.38 0.47 1 SP- Occupancy Category II, Wind Dead Load = 7.20 ps2O psf bottom chord live load NOT required 16-17 -337 0.07 0.50 0.56 1 -SP Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for 17-18 0 0.00 0.71 0.71 1 SP- - Low-rise and Components and Cladding attics with limited storage. Tributary Area = 39 sqft Be FORCE AXL BND CSI ID SCRWS 19-20 -10 0.00 0.69 0.69 1 -SP 20-21 127 0.02 0.69 0.69 1 SP- DEFLECTION LOC. ALLOW. LC 21-22 10 0.00 0.86 0.86 1 Vert TL: --0.19" (L/999) 30-31 L/180 1 22-38 97 0.02 0.06 0.07 1 Vert LL: -0.07" (L/999) 30-31 L/240 1 38-23 167 0.03 0.12 0.15 1 Horz TL: 0.11" 23-24 535 0.09 0.31 0.39 1 IS- OS 24-25 979 0.09 0.40 0.48 1 er == Joint Locations 25-26 1048 0.14 0.31 0.44 1 "' ,9 1 0- 0- 0 22 3- 3- 8 z6-27 1233 o.i6 o.is o.30 1 0-5-4 �' m3-11-10 3-8-4 iP -10-10 3-8-6 S^, m3-11-10 3-3-8 ry 2 0- 5- a 23 3- 3- 8 27-28 1279 0.17 0.15 0.31 1 0-5-4 ® v ^7-3-2 10-11-6 m �15-0-5 18-8-11 ® M22-10-8 26-2-0 m ry 3 1- 1-14 24 3- 5-10 28-29 1302 0.17 0.18 0.34 1 4 1- 4- 4 25 8- 0- 7 29-30 1226 0.16 0.27 0.42 1 0-5-4 28-8-12 5 3- 3- 8 26 8- 2-12 30-31 1188 0.20 0.69 0.66 1 1 3 5 6 8 10 12 14 1517 18 6 7- 0-14 27 12-10-10 31-32 870 0.14 0.22 0,35 1 OS- 23 ,�2_. 7 7- 3- 2 28 13- 1- 0 32-40 214 0.04 0.23 0.26 1 SP- I 4 7 9 11 13 16 8 10-11- 6 29 17- 8-15 ao-33 29 0.00 0.05 0.05 1 6.00 9 11- 1-11 30 17-11- 4 33-34 8 0.00 0.10 0.10 1 10 14- 9-15 31 22- 8- 6 34-35 337 0.04 0.10 0.14 1 11 15- 0- 5 32 22-10- 8 35-36 337 0.04 0.10 0.10 1 -SP 12 18- 8-11 33 22-10- 8 36-37 0 0.00 0.02 0.02 1 SP- 13 18-10-14 34 25-10- 1 14 22-10- 8 35 25-11-12 WEB FORCE Csl ID SCRWS 15 25- 9- 9 36 28-10-12 23-39 754 0.24 1 16 25-11-12 37 29-- 2- 0 39-5 -243 0.41 1 t t 17 26- 2- 0 38 3- 3- 8 32-41 625 0.32 1 BP- 7-0-0 6-9-6 6-1 -0 7-0-0 18 29- 2- 0 39 3- 3- 8 41-14 -231 0.40 1 19 0- 0- 0 40 22-10- 8 1-19 11 0.03 1 20 0- 3- 4 41 22-10- 8 3-20 -909 0.67 1 SP-SP �IS 25 21 0- 5- 2 21-38 138 0.07 1 4-39 1077 0.85 1 SP-SP 6-24 -742 0.67 1 7-25 435 0.22 1 8-26 -377 0.82 1 9-27 146 0.09 1 B1 B2 10-28 -68 0.13 1 W:212 W:308 11-29 -155 0.34 1 R:867 11:883 12-30 252 0.12 1 U:-366 3-4-8 6 4-8 U:-373 13-31 -515 0.48 1 15-42 1009 0.85 1 SP-SP 20 23 26 -2-0 :Zn �2 :t5 ,;� 34-40 385 0.16 1 19'S M 16-35 -155 0.46 1 �1921 2224 25 27 29 3133 34 36 17-37 -929 0.04 1 SP-SP 0-3-4 ,,, ,A 4-6-13 4-7-14 m 4-74-7-15 4-9-2 18-37 29 0.70 1 --� N O, `� l" tri -f' '." 't� �} .� �r N `r, � $-0-7 N, rV 12-10-10 17-8-15 [V n 22-8-6 N rZ ti tl] N [I] ® Cfl m (n m On CJ m talN r7 N r+I N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale;5/32"=1' WA.RIVI.NG Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with A'U7RUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing, portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUS which must be considered by the building designer. Bracing shown is lateral bracing of trues members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shonun on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Bulldg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15l2017 @ 21:16: s ♦ TOTAL 45.00 psf Seqn S8.1.0 - 7087 Job Name: CIUPERGER Truss ID: T07 Qt : 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 60.81 Tc FORCE wa. END Cal In Scads UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 44 0.01 0.21 0.21 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -307 0.06 0.25 0.32 1 1 -446 lb -378 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 3-4 -710 0.14 0.25 0.38 1 2 -446 lb -378 lb Galvanization: G60 TC 12.00" 0- 0- 0 17- 8- 0 4-5 -917 0.18 0.17 0.34 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 17- 8- 0 5-6 -1215 0.22 0.14 0.35 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 -1098 0.22 0.28 0.48 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 7-8 -952 0.00 0.53 0.53 1 WEB 1 20TC20 50 1 1- 3-12 5.50" 801 -77 Bldg Enclosed = Yes, 8-9 -635 0.13 0.26 0.28 1 20 psf bottom chord live load NOT required 2 16- 4- 4 5.50" 801 -77 Truss Location = Not End Zone 9-10 -635 0.13 0.26 0.38 1 on this truss, per IBC/IRC requirements for Exp Category = B 10-11 -952 0.09 0.53 0.53 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 11-22 -1099 0.22 0.28 0.49 1 Mean roof height = 12.52 ft, mph = 160 12-13 -1212 0.22 0.15 0.35 1 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 -915 0.18 0.17 0.34 1 Designed as Main Wind Force Resisting System 14-15 -710 0.14 0.25 0.39 1 - Low-rise and Components and Cladding 15-16 -307 0.06 0.25 0.32 1 Tributary Area = 35 sqft 16-17 44 0.01 0.21 0.21 1 BC FORCE Aid. END COI ID SCRIM - 18-19 0 0.00 0.12 0.12 1 19-20 77 0.00 0.12 0.12 1 20-21 639 0.10 0.11 0.20 1 DEFLECTION LOC. ALLOW. LC 21-22 639 0.10 0.11 0.20 1 Vert TL: -0.11" (L/999) 10-11 L/180 59 22-23 -26 0.00 0.05 0.05 1 Vert LL: -0.06" (L/999) 10-11 L/240 59 23-37 34 0.00 0.06 0.07 1 Horz TL: 0.06" 37-24 315 0.05 0.30 0.36 1 -sP Cantilever 24-25 1083 0.18 0.13 0.27 1 2s- 0s Vert TL: 0.05" (L/322) 16-17 L/ 90 59 25-26 795 0.13 0.08 0.21 1 1-3-12 ® TP 3-1�% m 3-1-12 �7 m m m Vert LL: 0.0411 (L/417) 16-17 L/120 59 26-27 701 0.12 0.08 0.19 1 tL -a -+ - Joint Locations 27-28 785 0.13 0.08 0.21 1 1-3-12 .m m -+ th 8-7-0 '� 12-2-12 - t� a ° 28-29 1083 0.18 0.13 0.27 1 0s-2S 8-10-0 8-10-0 1� 0- 0- 0 21 3- 3-14 29-38 313 0.05 0.31 0.36 1 SP- 1 2 4 6 8 10 11 13 15 17 2 l- 3-12 22 3- 5- 5 38-30 35 0.00 0.09 0.09 1 3 1- 5-11 23 5- 3- 0 30-31 -39 0.00 0.05 0.06 1 3 7 9 72 14 16 4 3- 3-14 24 5- 3- 0 31-32 63a 0.10 0.11 0.20 1 I 5 3- 5-11 25 7- 5-14 32-33 639 0.10 0.11 0.20 1 6.0� �'o0 6 5- 3- 0 26 7- 8- 0 33-34 -77 0.00 D.12 0.12 1 4-10-0 7 5- 5- 4 27 10- 0- 0 34-35 0 0.00 0.12 0.12 1 8 8- 7- 0 28 10- 2- 2 9 8-10- 0 29 12- 5- 0 MB FORCE CSI In SCRws 10 9- 1- 0 30 12- 5- 0 24-36 350 0.34 1 11 12- 2-12 31 14- 2-11 36-6 156 0.07 1 12 12- 5- 0 32 14- 4- 2 29-39 348 0.26 1 13 14- 2- 5 33 14- 5-12 39-12 155 0.08 1 t 14 14- 4- 2 34 16- 4- 4 1-18 -43 0.01 1 4-10-8 4 8-2 4-10-8 15 16- 2- 5 35 17- 8- 0 2-19 -762 0.16 1 SHIP 16 16- 4- 4 36 5- 3- 0 3-20 736 0.12 1 17 17- 8- 0 37 5- 3- 0 4-22 -592 0.20 1 18 0- 0- 0 38 12- 5- 0 22-37 729 0.12 1 19 1- 3-12 39 12- 5- 0 5-36 495 0.09 1 6 20 3- 2- 4 7-25 -413 0-28 1 ZO-5 0 72S 2S ZO-5 8-26 332 0.20 1 10-37 332 0.20 1 11-28 -413 0.2e 1 13-39 494 0.08 1 1-1-0 B1 62 Ell '•.31-38 739 0.12 1 W:508 W:508 14-32 -590 0.20 1 R:801 R:801 15-33 735 0.12 1 16-34 -762 0.26 1 17-33 -43 0.01 1 ,, 21 24 2Ri I..:" 7$ 80 32 18 19 2022 23 25 27 29 3133 34 35 1 3-12�3-3 1 �91 s-0 ;elm Nlry Nl 1� ml Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:1/4"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUIRUSS sections and is for an individual building component,not a muss system.Bracing Dsgn Chk: TM shmvn on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing t*drich is part of the building design and Vngg Chk: NUTRU which must be considered by the building designer. Bracing sho%Tt is lateral bracing of truss members only Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Bulldg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:16: 7 TOTAL 45.00 psf Seqn S8.1.0 - 7088 Job Name: CIUPERGER Truss ID: T08 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 55.38 Tc FORCE ate..Biro Cst ID scaws UPLIFT REACTIONS) •THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -33 0.00 D.22 0.23 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 98 0.00 0.22 0.22 1 1 -446 lb -378 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -758 0.15 D.13 0.27 1 2 -446 lb -378 lb Galvanization: G60 TC 12.00" 0- 0- 0 17- B- 0 4-5 -818 0.14 0.20 0.33 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 17- B- 0 5-6 -824 0.15 0.23 0.37 1 TC 1 20TC20 50 REACTIONS This truss is designed using the, 6-7 -500 0.1D 0.20 0.29 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 7-8 -SOD 0.10 0.20 0.29 1 WEB 1 20TC20 50 1 1- 3-12 5.50" 801 -77 Bldg Enclosed = Yes, 0-9 -824 0.15 0.23 0.37 1 20 psf bottom chord live load NOT required 2 16- 4- 4 5.50" 801 -77 Truss Location = Not End Zone 9-10 -819 0.14 0.20 0.33 1 on this truss, per IBC/IRC requirements for Exp Category = B 10-11 -758 0.15 0.13 0.27 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78,33 ft 11-12 98 0.00 0.22 0.22 1 Mean roof height = 12.52 ft, mph = 160 12-13 -33 0.00 0.22 0.23 1 Occupancy Category II, Wind Dead Load = 7.20. psf Designed as Main Wind Force Resisting System BC FORCE a+,,.. aim C81 ID sCRWS - Low-rise and Components and Cladding 14-15 0 0.00 0.30 0.30 1 Tributary Area = 35 sgft 15-16 77 0.00 0.29 0.36 1 16-17 592 0.10 0.96 0.96 1 17-18 700 0.09 0.18 0.27 1 18-19 681 0.09 0.27 0.35 1 19-20 550 0.07 0.27 0.33 1 20-21 681 0.09 0.27 0.35 1 DEFLECTION LOC. ALLOW. LC 21-22 700 0.09 0.19 D.27 1 Vert TL: -0.11" (L/999) 16-17 L/180 59 22-23 592 0.10 0.96 0.96 1 Vert LL: -0.05" (L/999) 16-17 L/240 59 23-24 -77 0.00 0.29 D.36 1 Horz TL: 0.05" 24-25 0 0.00 0.30 0.30 1 Cantilever Vert TL: 0.08" (L/202) 14-15 L/ 90 59 wEB FORCE C9I ID scRtrs 1-3-12 2-0-0 2-9-2 2$-3 ^ ^2$-3 2-9-2 .(, m m Vert LL: 0.05" (L/311) 14-15 L/120 59 1-14 -75 0.01 1 Af z-1s 1z7 0.02 1 1-3-12 3-3-12 6-0-14 8-7-1 m Cl,11-7-2 14 4 4 m -+ =+ + -+ - - Joint Locations -- 3-16 -871 0.47 1 B-10-0 8-10-0 1- 0- 0- 0 14 0- 0- 0 4-17 148 0.02 1 1 2 3 5 fi 8 9 10 12 13 2 1- 3-12 15 1- 3-12 5-18 -248 D.22 1 3 3- 2- 1 16 1- 5-13 6-19 321 0.42 1 7 11 4 3- 3-12 17 6- 1-15 e-20 321 0.42 1 6.00 -6.00 5 6- 0-14 18 6- 3-15 9-21 -248 0.22 1 6 8- 7- 1 19 6- 6- 4 10-22 149 0.02 1 4- 0-0 7 B-10- 0 20 11- 1-12 11-23 -871 0.47 1 8 9- 0-15 21 11- 4- 1 12-24 127 0.02 1 9 11- 7- 2 22 11- 6- 1 13-25 -75 0.01 1 10 14- 4- 4 23 16- 2- 3 it 14- 5-15 24 16- 4- 4 12 16- 4- 4 25 17- 8- 0 13 17- 8- 0 4-10-8 4-8-2 4-10-8 SHIP 10-5-0 ZO-5 1-1-0 B1 132 1-1-0 W:508 W:508 R:801 11:801 U:-446 U:-446 r 16 1 R 17-8-0 21 24 14 15 1719 2022 23 25 1-3-12 �, 4-8-2 4-7-9 4 8-2 m 1-3-12 6-1-15 m 11-1-12 m t�1 16-2-3 `Fo �? m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS - The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale'1/4"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with Iv'UfRUSS sections and is for an individual building component,not a miss system.Bracing Dsgn Chk: SSTO shovm on this drawing is not erection bracing,wind bracing, portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUwhich must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary mid/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only drat the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3l15l2017 @ 21:16: 3 TOTAL 45.00 psf I Seqn S8.1.0 - 7089 Job Name: CIUPERGER Truss ID: T09 Qt : 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 39.38 Tc FORCE Axo Erna CST ID SCRKS UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 26 0.00 0.16 0.16 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 110 0.00 0.17 0.17 1 1 -355 lb -274 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -471 0.09 0.11 0.19 1 2 -322 lb -252 lb Galvanization: G60 TC 12.00" 0- 0- 0 11- 7- 8 4-5 -477 0.07 0.21 0.2e 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 11- 7- 8 5-6 -475 0.08 0.28 0.36 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 127 0.01 0.27 0.29 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 7-8 -300 0.06 0.15 0.21 1 WEB 1 20TC20 50 I 1- 3-12 5.50" 590 187 Bldg Enclosed = Yes, 6-9 70 0.01 0.33 0.33 1 20 psf bottom chord live load NOT required 2 11- 6-12 1.50" 465 187 Truss Location = Not End Zone on this truss, per IBC/IRC requirements for Exp Category = B BC FORCE rX. BND cal ID SCRWS attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 10-11 0 0.00 0.25 0.25 1 Mean roof height = 12.52 ft, mph = 160 11-12 -107 0.00 0.25 0.25 1 Occupancy Category II, Wind Dead Load = 7.20 psf 12-13 378 0.06 0.67 0.67 1 Designed as Main Wind Force Resisting System 13-14 395 0.05 0.30 0.35 1 - Low-rise and Components and Cladding 14-15 365 0.05 0.43 0.47 1 Tributary Area = 23 sgft 15-16 194 0.02 0.57 0.57 1 16-17 187 0.00 0.32 0.32 1 WEB FORCE CSI ID SCRWS 1-10 -59 0.01 1 2-11 166 0.03 1 DEFLECTION LOC. ALLOW. LC 3-12 -557 0.30 1 Veit TL: -0.11" (L/999) 15-16 L/180 43 4-13 132 0.02 1 Vert LL: -0.05" (L/999) 15-16 L/240 43 S-14 278 0.23 1 Horz TL: 0.03" 6-15 437 0.56 1 Cantilever 8-16 -437 0.e1 1 1-3-12 1-10.6 2-9-2 2-6-3 �' 2-6-1 Vert TL: 0.06" (L/266) 10-11 L/ 90 46 9-17 100 0.06 1 �' -! Vert LL: O.D4" (L/377) 10-11 L/120 46 1-3-12 3-2.2 m 6-0-14 8-7-1 11-7-8 8-10-0 2-9-8 _-- Joint Locations -- 1 2 3 5 6 8 9 1 0- 0- 0 10 0- 0- 0 2 1- 3-12 11 1- 3-12 7 6.00 3 3- 2- 2 12 1- 5-13 -6.00 4 3- 3-12 13 6- 3-11 5 6- 0-14 14 6- 5-10 6 8- 7- 1 15 6- 7-15 7 8-10- 0 16 11- 4- 4 8 9- 1- 7 17 11- 7- 8 9 11- 7- 8 4-10-8 4-10-8 SHIP 3-5.4 Io-S-o 1-1-0 B1 B2 W:508 W:108 R:590 R:465 U:-355 U:-322 11-7-8 7 10 11 1315 1 1-3-12 ,r m 4-9-15 4-8-5 m 1-3-12 m 6-3-11 m1� 11-4 4 c6 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale•5/16"=1' WARNING Read all notes on this sheet and verify Mw all design parameters. Designer: E WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shouR is lateral bracing of truss members only Any additional bracing, Cutting : NUTRU temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The professional Engineei s seal TC Live 20.00 psf Design Spec: AISI 8100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3l15/2017 @ 21:16: 7 TOTAL 45.00 psf 1 Seqn S8.1.0 - 7090 Job Name: CIUPERGER Truss ID: V03 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 17.73 TC FORCE AND csx ID SCRNs UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF .This design based on chord bracing applied 7-2 -144 0.00 0.00 0.16 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -61 0.00 0.00 0.14 1 1 -7 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 74 0.00 0.00 0.12 1 2 -201 lb -141 lb Mark all interior bearing locations. TC 12.0011 0- 0- 0 8- 7-10 4-5 -72 0.00 0.00 0.33 1 3 -202 lb -140 lb Install interior support(s) before erection. BC 12.0011 0- 0- 0 8- 7-10 5-11 -152 0.00 0.00 0.26 1 4 -258 lb -181 lb Valley Truss application only; not designed Galvanization: G60 5 -20 lb for wind load applied to the face. Web BC FORCE st¢. BND csx ID SCRwa Type ID SECTION Fy(ksi) Joints bracing is required if shown. REACTIONS 7-6 o 0.00 0.00 0.04 1 TC 1 20TC20 50 This truss is designed using the BRG X-LOC SIZE REACT HORIZ 8-9 0 0.00 0.00 0.11 1 BC 1 20TC20 50 ASCE7-10 Wind Specification 1 0- 1-12 3.501, 57 137 9-10 0 0.00 0.00 0.11 1 WEB 1 20TC20 50 Bldg Enclosed = Yes, 2 1- 3-13 3.5011 202 0 10-11 0 0.00 0.00 0.10 1 20 psf bottom chord live load NOT required Truss Location = Not End Zone 3 3-11- 0 3.5011 255 0 on this truss, per IBC/IRC requirements for Exp Category = B 4 7- 3-13 3.5011 274 0 teEE FORCE csx ID SMWS attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 5 8- 5-14 3.50" 68 -137 2-8 212 0.04 1 Mean roof height = 19.43 ft, mph = 160 3-9 221 0.07 1 Occupancy Category II, Wind Dead Load = 7.20 psf 5-10 274 0.05 1 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 17 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.0311 (L/999) 4-5 L/180 18 Vert LL: 0.031- (L/999) 4-5 L/240 18 Horz TL: 0.001, 1-3-13 2-7-3 r 3-0-0 1-3-13 == Joint Locations -- 1 0- 0- 0 7 0- 0- 0 1-3-13 3-11-0 m 4. 7-3-13 8-7-10 2 1- 3-13 8 1- 3-13 3 3-11- 0 9 3-11- 0 4-3-13 4-3-13 4 4- 3-13 10 7- 3-13 1 2 3 4 5 6 5 7- 3-13 11 8- 7-10 6 8- 7-10 s. - s� 2 -3 2-4-10 2- -4 2-4-10 SHIP I0-2-4 8-7-10 7 8 9 10 11 1-3-13 2-7-3 3-43 413 1-3-13 1-3-13 3-11-0 73-13 8-7-10 Each connection requires 3/81, diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the trues member: SP = Spacer supplied by NUCONSTEEL Scale;17/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: shottn on this drang is not erection bracing,wind bracing,portal bracing or similar bracing which is pan of the building design and N U T R■v■S S wi Engg : which must be considered by the building designer. Bracing shout is lateral bracing of truss members only Any additional bracing, Cuttingng temporary attdlor permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3115l2017 @ 21:16: s TOTAL 45.00 psf 1 Secin S8.1.0 - 7091 Job Name: CIUPERGER Truss ID: VO4 Qt : 1 SPACING: 2-0- 0 PLY: 1 WEIGHT: 8.85 TC FORCE w MW csx In scRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 5-2 -57 0.00 0.00 0.11 1 Support CSC Wind Main Wind' Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 e7 0.00 0.00 0.12 1 1 -49 lb -28 lb Loaded for 10 PSF non-concurrent BCLL. max o.c, from to 3-7 -70 0.00 0.00 0.35 1 2 -207 lb -125 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 4- 7-10 3 -84 lb -50 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 4- 7-10 Be FORCE xM, BND cs1 ID scm.s Type ID SECTION Fy(ksi) Joints Valley Truss application only; not designed Galvanization: G60 5-6 0 0.00 0.00 0.09 1 TC 1 20TC20 50 for wind load applied to the face. Web 6-7 0 0.00 0.00 0.09 1 BC 1 20TC20 50 bracing is required if shown. REACTIONS WEB 1 20TC20 50 This truss is designed using the BRG X-LOC SIZE REACT HORIZ WEB FORCE cs1 ID scRWe 20 psf bottom chord live load NOT required ASCE7-10 Wind Specification 1 0- 1-12 3.50" 79 60 2-6 224 0.04 1 on this truss, per IBC/IRC requirements for Bldg Enclosed = Yes, 2 1-11- 0 3,50" 221 0 attics with limited storage. Truss Location = Not End Zone 3 4- 5-14 3.50" 117 -60 Exp Category = B Bldg Length 92.85 ft, Bldg Width = 78.33 ft Mean roof height = 19.91 ft, mph = 160 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 9 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.02" (L/999) 3-7 L/180 18 Vert LL: 0.02" (L/999) 3-7 L/240 18 Horz TL: 0.00" 1-11-0 m 2-3-13 --- Joint Locations =_ � Y tl1 1 0- 0- 0 5 0- 0- 0 1-11 0 9 ry 4-7-10 2 1-11- 0 6 1-11- 0 2-3-13 1 2-3-13 4 2- 7-13 7 4- 7-10 1 2 3 4 6.00 6.00 1-4-3 I 1 43 1-2-6 SHIP I0-2 4 I0-2-4 4-7-10 5 6 7 1-11-0 2-82-8-1_ 0 1-11-0 4-7-10 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0/32"=V WARNING [lead all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with IQLTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: V S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRwhich must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Bulldg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:16: 0 TOTAL 45.00 psf Seqn S8.1.0 - 7092 Job Name: CIUPERGER Truss ID: V05 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 42.18 TC FORCE Ato. END CSI ID SCRhs UPLIFT REACTION . S) I THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 9-2 -295 0.00 0.00 0.28 1 support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -232 0.00 0.00 0.39 1 1 -41 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -as 0.00 0.00 0.31 1 2 -227 lb -194 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 19- 0-10 4-5 105 0.00 0.00 0.19 1 3 -267 lb -247 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 19- 0-10 5-6 -76 0.00 0.00 0.71 1 4 -182 lb -163 lb Valley Truss application only; not designed Galvanization: G60 6-7 -196 0.00 0.00 0.39 1 5 -297 lb -274 lb for wind load applied to the face. Web 7-15 -294 0.00 0.00 0.28 1 6 -222 lb -183 lb bracing is required if shown. REACTIONS 7 -38 lb This truss is designed using the BRG X-LOC SIZE REACT HORIZ EC FORCE AXL END CSI IV SCRws Type ID SECTION Fy(ksi) Joints ASCE7-10 Wind Specification 1 0- 1-12 3.50" 132 265 9-10 0 0.00 0.00 0.13 1 TC 1 20TC20 50 Bldg Enclosed = Yes, 2 1- 6- 5 3.50" 303 0 10-11 0 0.00 0.00 0.17 1 BC 1 20TC20 50 Truss Location = Not End Zone 3 5- 6- 5 3.50" 361 0 11-12 0 0.00 0.00 0.16 1 WEB 1 20TC20 50 Exp Category = B 4 9- 1- 8 3.50" 330 0 12-13 0 0.00 0.00 0.21 1 20 psf bottom chord live load NOT required Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 5 13- 6- 5 3.50" 415 0 13-14 0 0.00 0.00 0.20 1 on this truss, per IBC/IRC requirements for Mean roof height = 14.49 ft, mph = 160 6 17- 6- 5 3.50" 283 0 14-15 0 0.00 0.00 0.11 1 attics with limited storage. Occupancy Category II, Wind Dead Load = 7.20 psf 7 18-10-14 3.50" 132 -265 Designed as Main Wind Force Resisting System mEE FORCE CSI ID SCRrrs - - Low-rise and Components and Cladding 2-10 246 0.05 1 Tributary Area = 38 sgft 3-11 288 0.19 1 4-12 -251 0.40 1 6-13 -326 0.21 1 DEFLECTION LOC. ALLOW. LC 7-14 239 0.04 1 Vert TL: 0.06" (L/999) 5-6 L/180 16 Vert LL: 0.0711 (L/999) 5-6 L/240 16 Horz TL: 0.00" Joint Locations ---- m 1 0- 0- 0 9 0- 0- 0 1 6-5 4-0-0 3-7-3 �' 4-0-0 4-0-0 7 d, 2 1- 6- 5 10 1- 6- 5 p -1 � cp c6 3 5- 6- 5 11 5- 6- 5 1-5-5 "_5 9-1-8 d� d� 13-6-6 17-6-5 4 9- 1- 8 12 9- 1- 8 5 9- 6- 5 13 13- 6- 5 1 2 9-6-5 3 41 6-0_5 7 8 7 17- 6- 5 15 19- 0-10 5 8 19- 0-10 600 -6.00 4-11-7 g_10 4-11-7 SHIP x = 0-2-4 0-2-4 19-0-10 9 10 11 12 13 14 15 1-61-661 4-0-0 3-73-7 3 4.4-13� 4-0-0 L m 1-6-5 5-6-5 9-1-8 13-6-5 17-65 rp Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Tntss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: ■ TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: I,iV■r which must be considered by the building designer. Bracing showrt is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shorter on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. - TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21.16: 3 TOTAL 45.00 psf Seqn S8.1.0 - 7093 Job Name: CIUPERGER Truss ID: V06 Q$ : 1 SPACING: 2-0- 0 PLY: 1 WEIGHT: 31.59' TC .FORCE AXL BnD cal ID aCRW3 UPLIFT REACTIONS) : TRIS DESIGN IS,THE COMPOSITE RESULT OF This design based on chord bracing applied 7-2 -245 0.00 D.00 0.49 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -99 0.00 0.00 0.33 1 2 -293 lb -250 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 al 0.00 0.00 0.16 1 3 -212 lb -196 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 15- 0-10 4-5 -76 0.00 0.00 D.74 1 4 -319 lb -278 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 15- 0-10 5-11 -233 0.00 0.00 0.43 1 Type ID SECTION Fy(ksi) Joints Valley Truss application only; not designed Galvanization: G60 TC 1 20TC20 50 for wind load applied to the face. Web BC FORCE x37. Brtn cal m scRws BC 1 20TC20 50 bracing is required if shown. REACTIONS 7-e 0 0.00 0.00 D.21 1 WEB 1 20TC20 50 This truss is designed using the BRG X-LOC SIZE REACT HORIZ 8-9 0 0.00 0.00 0.16 1 20 psf bottom chord live load NOT required ASCE7-10 Wind Specification 1 0- 1-12 3.50" 122 237 9-10 0 0.00 0.00 0.21 1 on this truss, per IBC/IRC requirements for Bldg Enclosed = Yes, 2 3- 6- 5 3.50" 370 0 10-11 0 0.00 0.00 0.21 1 attics with limited storage. Truss Location = Not End Zone 3 7- 1- 8 3.50" 330 0 Exp Category = B 4 11- 6- 5 3.50" 422 0 WEB FORCE Cal In sCRWa Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 5 14-10-14 3.50" 112 -237 2-8 315 0.09 1 Mean roof height = 14.99 ft, mph = 160 3-9 -251 0.26 1 Occupancy Category II, Wind Dead Load = 7.20 psf 5-10 344 0.10 1 Designed as Main Wind Force Resisting System Low-rise and Components and Cladding Tributary Area = 30 sgft DEFLECTION LOC. ALLOW. LC Vert TL: 0,06" (L/999) 4-5 L/180 16 Vert LL: 0.0711 (L/999) 4-5 L/240 16 Horz TL: 0.00" 3-6-5 3-7-3 4' 4-0-0 3-6-5 -= Joint Locations =-- { 1 0- .0- 0 7 0- 0- 0 3-6-5 7-1-8 ds 11-6-5 15-0-10 2 3- 6- 5 8 3- 6- 5 3 7- 1- 8 9 7- 1- 8 7-6-5 7-6-5 1 4 7- 6- 5 10 11- 6- 5 1 2 3 4 5 6 5 11- 6- 5 11 15- 0-10 6 15- 0-10 6.0� -6� 3-11-7 -9-10 3-11-7 SHIP 5O-2-4 5-0-2 15-0-10 7 8 9 10 11 3-6-5 3-7-3 4-44-4-13 3-63-6 5 3-6-5 7-1-8 11.6-5 1"-10 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5/16"=V WARNING Read all notes on this sheet and verify all design pmztrneters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NL"TRUSS sections and is form individual building component,not a truss system.Bracing Dsgn Chk: TM shown on this drawing is not erection bracing,wind bracing,penal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUS which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0,00 psf BC Dead 10.00 psf Date: 3115/2017 @ 21:16: 5 TOTAL 45.00 psf I Segn S8,1.0 - 7094 Job Name: CIUPERGER Truss ID: V07 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 22.42 TC FORCE AXL Bite CST 1n sCRWs . UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 7-2 -z39 0.00 0.00 0.28 1 Support C&C Wibd Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -119 0.00 0.00 0.36 1 1 -33 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 51 0.00 0.00 0.21 1 2 -252 lb -191 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 11- 0-10 4-5 -104 0.00 0.00 0.88 1 3 -305 lb -229 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 11- 0-10 5-11 -251 0.00 0.00 0.43 1 4 -322 lb -244 lb Valley Truss application only; not designed Galvanization: G60 5 -61 lb -32 lb for wind load applied to the face. Web BC FORCE Aga. Brrn C81 an scaws Type ID SECTION Fy(ksi) Joints bracing is required if shown. REACTIONS 7-8 0 0.00 0.00 0.08 1 TC 1 20TC20 50 This truss is designed using the BRG X-LOC SIZE REACT HORIZ 8-9 0 0.00 0.00 0.19 1 BC 1 20TC20 50 ASCE7-10 Wind Specification 1 0- 1-12 3.501r 102 217 9-10 0 0.00 0.00 0.24 1 WEB 1 20TC20 50 Bldg Enclosed = Yes, 2 1- 6- 5 3.50" 276 0 10-11 0 0.00 0.00 0.16 1 20 psf bottom chord live load NOT required Truss Location = Not End Zone 3 5- 1- 8 3.5011 384 0 on this truss, per IBC/IRC requirements for Exp Category = B 4 9- 6- 5 3.501r 364 0 WEB FORCE Osa in saBWs attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 5 10-10-14 3.50" 127 -217 2-8 267 0.04 1 Mean roof height = 15.49 ft, mph = 160 3-9 329 0.17 1 Occupancy Category II, Wind Dead Load = 7.20 psf s-10 343 0.06 1 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 22 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.071' (L/999) 4-5 L/180 18 Vert LL: 0.08" (L/999) 4-5 L/240 18 Horz TL: 0.00" Joint Locations = 1-6-5 3-7-3 L6 6 6 4-0-0 1-6-5 1 0- - 0 7 0- - 0 1-6-5 5-1-8 9.6-5 11-0-10 2 1- 6- 5 8 1- 6- 5 3 5- 1- 8 9 5- 1- 8 4 5- 6- 5 10 9- 6- 5 11 2 5-6 5 3 14 6 5 6-5 5 . 5 9- 6- 5 11 11- 0-10 6 11- 0-10 6.00 -6.00 t t 2-11-7 2-9-10 2-11-7 SHIP =0-2-4 =0-2 11.0-10 7 8 9 10 11 1-6-5 3-7-3 4-4_ i3 1-6-5 1-6-5 5-1-8 9-6-5 11-0-10 Each connection requires 3/81r diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale;13/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NTMUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Ehgg Chk: NUTRUSS which most be considered by the building designer. Bracing shoµn is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec; AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3115/2017 @ 21:16: 7 TOTAL 45.00 psf Seqn S8.1.0 - 7095 Job Name: CIUPERGER Truss ID: V08 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 14.44 7 FORCE AXL EaM CS1 ID 9CRWS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 7-2 -107 0.00 0.00 0.ia i Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -63 0.00 0.00 0.10 1 1 -3 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 79 0.00 0.00 0.09 1 2 -171 lb -113 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 7- 0-10 4-5 -77 0.00 0.00 0-.19 1 3 -163 lb -105 lb Install interior support(s) before erection. SC 12.00" 0- 0- 0 7- 0-10 5-11 -114 0.00 0.00 0.19 1 4 -228 lb -150 lb - Valley Truss application only; not designed Galvanization: G60 5 -16 lb for wind load applied to the face. Web DC FORCE AE1. Rr>n cox ID sCRws Type ID SECTION Fy(ksi) Joints bracing is required if shown. REACTIONS 7-e 0 0.00 0.00 0.03 1. TC 1 20TC20 50 This truss is designed using the BRG X-LOC SIZE REACT HORIZ 9-9 0 0.00 0.00 0.08 I BC 1 20TC20 50 ASCE7-10 Wind Specification 1 0- 1-12 3.50" 43 101 9-10 0 0.00 0.00 0.06 1 WEB 1 20TC20 50 Bldg Enclosed = Yes, 2 1- 0- 5 3.50" 160 0 10-11 0 0.00 0.00 0.07 1 20 psf bottom chord live load NOT required Truss Location = Not End Zone 3 3- 1- 8 3..50" 201 0 on this truss, per IBC/IRC requirements for Exp Category = B 4 6- 0- 5 3.50" 230 0 WEE FORCE CSI ID sCRW9 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 5 6-10-14 3.50" 53 -101 2-9 190 0.03 1 Mean roof height = 15.99 ft, mph = 160 3-9 1.79 0.04 1 Occupancy Category II, Wind Dead Load = 7.20 psf 5-10 242 0.04 1 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 14 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.01" (L/999) 4-5 L/180 18 Vert LL: 0.01" (L/999) 4-5 L/240 18 Horz TL: 0.00" 1-0-5 2-1-3 v 2-6-0 1-0-5 =_- Joint Locations 'V ro i 1 0- 0- 0 7 0- 0- 0 1-0-5 3-1-8 m d7 6-0-5 7-0-10 2 1- 0- 5 e 1- 0- 5 3 3- 1- 8 9 3- 1- 8 3-6-5 3-6-5 4 3- 6- 5 10 6- 0- 5 1 2 3 4 5 6 5 6- 0- 5 11 7- 0-10 6 7- 0-10 s.00 s.o 1-11-7 1-9-10 1-11-7 SHIP 10-2.4 1 1 1 10-2 7-0-10 7 8 9 10 11 1-0-5 2-1-3 2-10-13 1-0-5 -1 1 1-0-5 3-1-8 6.0-5 7-0-10 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:21/32"=V WARNING Read all notes on this sheet and verify crll design t�arcuueters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NTU RUSS sections and is for zo individual building component,not a truss system.Bracing Dsgn Chk: �TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing showTt is lateral bracing of truss members only Any additional bracing, Cutting : temporary mid/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:16: 9 TOTAL 45.00 psf Seqn S8.1.0 - 7096 Job Name: CIUPERGER Truss ID: V09 Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 5.85 Tc FORCE a:rs. Brm cal ID SORWS UPLIFT REACTIONS) . THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 5-2 -61 0.00 0.00 0.04 1 support C&C Wind Main Wind Non-Wind. MULTIPLE LOAD CASES. per the following schedule: 2-3 e0 0.00 0.00 0.05 1 1 -43 lb -25 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-7 -n 0.00 0.00 0.10 1 2 -110 lb -65 lb Mark all interior bearing locations. TC 12.0011 0- 0- 0 3- 0-10 3 -71 lb -43 lb Install interior support(s) before erection. BC 12.0011 0- 0- 0 3- 0-10 BC FORCE n=. BXD CSI ID SCANS Type ID SECTION Fy(ksi) Joints Top chord supports 24.0 11 of uniform load Galvanization: G60 5-6 0 0.00 0.00 0.04 1 TC 1. 20TC20 50 at 20 psf live load and 15 psf dead load. 6-7 0 0.00 0.00 0.04 1 BC 1 20TC20 50 Additional design considerations may be REACTIONS WEB 1 20TC20 50 required if sheathing is attached. BRG X-LOC SIZE REACT HORIZ WEB FORCE CSI ID SCRWS This truss is designed using the [+] indicates the requirement for lateral 1 0- 1-12 3.5011 56 43 2-6 121 0.02 1 ASCE7-30 Wind Specification restraint (designed by others) 2 1- 1- 8 3.5011 130 0 Bldg Enclosed = Yes, perpendicular to the plane of the member at 3 2-10-14 3.5011 89 -43 Truss Location = Not End Zone -01f intervals. This restraint is a result 20 psf bottom chord live load NOT required Exp Category = B of wind load applied to member.(Combination on this truss, per IBC/IRC requirements for Bldg Length 92.85 ft, Bldg Width = 78.33 ft axial plus bending). Refer to SCSI for attics with limited storage. Mean roof height = 16.49 ft, mph = 160 proper required lateral restraint. Occupancy Category II, Wind Dead Load = 7.20 pfffiis truss requires adequate sheathing, as Designed as Main Wind Force Resisting System designed by others, applied to the truss - Low-rise and Components and Cladding face providing lateral support for webs in Tributary Area = 6 sgft the truss plane and creating shear wall action to resist diaphragm loads. DEFLECTION LOC. ALLOW. LC Vert TL: 0.00" (L/999) 3-7 L/180 18 Vert LL: 0.0011 (L/999) 3-7 L/240 18 Horz TL: 0.001, Joint Locations 1 0- 0- 0 5 0- 0- 0 2 1- 1- 8 6 1- 1- 8 3 1- 6- 5 7 3- 0-10 4 3- 0-10 1-1-8 0-4-13. 1-6-5 1-1-8 1-6-5 3-0-10 1-6-5 2 3 1-6-5 4 6 0000 -6 00 t t 0-11-7 0-1 0-9-10 SHIP Z Z I0-2-4 IO-21 3-0-10 7 1-1-8 1-11-2 1-1 8 3-0 10 Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0/32"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with ATLTRUSS sections and is for an individual building component,not a truss system.Bracing • Dsgn Chk: ® � A STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing width is part of the building design and Engg Chk: ``_/ which must be considered by the building designer. Bracing showit is lateral bracing of truss members only Any additional bracing, Cutting : ,n®® temporary mid/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec' AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss ` configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psi Date: 3/15/2017 @ 21:17: o TOTAL 45.00 psi 1 Seqn S8.1.0 - 7097 Job Name: CIUPERGER Truss ID: V10 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 46.68 Tc FORCE Atc, B D csx ID SCRWs UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE.RESULT OF This design based on chord bracing applied 10-2 -204 0.00 0.00 0.30 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -242 0.00 0.00 0.48 1 2 -259 lb -223 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 3-4 -233 0.00 0.00 0.33 1 3 -256 lb -207 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 21- 0- 2 4-5 -161 0.00 0.00 0.15 1 4 -93 lb -83 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 21- 0- 2- 5-6 -161 0.00 0.00 0.15 1 5 -256 lb -207 lb Valley Truss application only; not designed Galvanization: G60 6-7 -233 0.00 0.00 0.33 1 6 -259 lb -223 lb for wind load applied to the face. Web 7-8 -242 0.00 0.00 0.40 1 Type ID SECTION Fy(ksi) Joints bracing is required if shown. REACTIONS e-16 -204 0.00 0.00 0.30 1 TC 1 20TC20 50 Drainage must be provided to avoid ponding. BRG X-LOC SIZE REACT HORIZ BC 1 20TC20 50 This truss is designed using the 1 0- 1-12 3.50" 151 176 BC FORCE axL man csx ID SCRWS WEB 1 20TC20 50 ASCE7-10 Wind Specification 2 2- 6- 1 3.50" 333 0 10-11 0 0.00 0.00 0.14 1 20 psf bottom chord live load NOT required Bldg Enclosed = Yes, 3 6- 6- 1 3.50" 340 0 11-12 0 0.00 0_00 0.17 1 on this truss, per IBC/IRC requirements for Truss Location = Not End Zone 4 10- 6- 1 3.5011 242 0 12-13 0 0.00 0.00 0.17 1 attics with limited storage. Exp Category = B 5 14- 6- 1 3.50" 340 0 13-14 0 0.00 0.00 0.17 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 6 18- 6- 1 3.50" 333 0 14-15 0 o.OD 0.00 0.17 1 Mean roof height = 21.19 ft, mph = 160 7 20-10- 6 3.50" 151 -176 15-16 0 0.00 0.00 0.14 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System WEB FORCE csx ID SCRWB - Low-rise and Components and Cladding 2-11 279 0.06 1 Tributary Area = 42 sqft 3-12 279 0.23 1 5-13 -163 0.25 1 DEFLECTION LOC. ALLOW. LC 7-14 279 0.23 1 Vert TL: 0.05" (L/999) 4-5 L/180 18 8-15 279 0.06 1 Vert LL: 0.05" (L/999) 4-5 L/240 18 Horz TL: 0.02" Joint Locations =- 1 0- 0- 0 9 21- 0- 2 2-6-7 4-0-0 2-4.4 j, `� 4-04-0-0 2-6-1 1 2 2- 6- 1 10 0- 0- 0 4 m 3 6- 6- 1 11 2- 6- 1 2-6-1 6-6-1 8-105 `� 18-6-1 21-0-2 4 8-10- 5 12 6- 6- 1 8-10-5 3-3-8 8-10-5 5 10- 6- 1 13 10- 6- 1 1 2 3 14 5 l6 7 $ g 6 12- 1-13 14 14- 6- 1 7 14- 6- 1 15 18- 6- 1 8 18- 6- 1 16 21- 0- 2 s.o� o -s.o 4-7-7 4-5-7 4-7-7 SHIP _ _ 0-2-4 1 1 0-2-4 21-0-2 10 11 12 13 14 15 16 2.6-1 4-M 4-0-0 4-M 4-0-0 2-6 2-6-1 6-6-1 10-6-1 14-6-1 18-6-1 21-0-2 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7132"=1' WARNING Read all notes on this sheet and verily all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid whth A'UTRUSS sections and is loran individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing%Nhich is part of the building design and Engg Chk: NUTRUS which must be considered by the building designer. Bracing shoun is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3115/2017 @ 21:17: 3 TOTAL 45.00 psf Seqn S8.1.0 - 7098 Job Name: CIUPERGER Truss ID: V11 Qt 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 36.68 TC .FORCE a2. BM Cox xD SCRws UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 9-2 -332 0.00 0.00 0.31 I Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -217 0.00 0.00 0.35 1 1 -198 lb -59 lb -181 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -73 0.00 0.00 0.32 1 2 -290 lb -255 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 17- 0- 2 4-5 72 0.00 0.00 0.17 1 3 -277 lb -243 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 17- 0- 2 5-6 -72 0.00 0.00 0.70 1 4 -193 lb -172 lb Valley Truss application only; not designed Galvanization: G60 6-7 -212 0.00 0.00 0.42 1 5 -309 lb -272 lb for wind load applied to the face. Web 7-15 -32E 0.00 0.00 0.28 1 6 -266 lb -232 lb bracing is required if shown. REACTIONS 7 -173 lb -23 lb -151 lb This truss is designed using the BRG X-LOC SIZE REACT HORIZ BC FORCE AXL BND cal ID sCRws Type ID SECTION Fy(ksi) Joints ASCE7-10 Wind Specification 1 0- 1-12 3.50" 255 245 9-10 0 0.00 0.00 0.15 1 TC 1 20TC20 50 Bldg Enclosed = Yes, 2 0- 6- 1 3.50" 403 0 10-11 0 0.00 0.00 0.15 1 BC 1 20TC20 50 Truss Location = Not End Zone 3 4- 6- 1 3.50" 355 0 11-12 0 0.00 0.00 0.17 1 WEB 1 20TC20 50 Exp Category = B 4 8- 1- 4 3.50" 335 0 12-13 0 0.00 0.00 0.21 1 20 psf bottom chord live load NOT required Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 5 12- 6- 1 3.50" 412 0 13-14 0 0.00 0,00 0.20 1 on this truss, per IBC/IRC requirements for Mean roof height = 22.11 ft, mph = 160 6 16- 6- 1 3.50" 359 0 14-15 0 0.00 0.00 0,13 1 attics with limited storage. Occupancy Category II, Wind Dead Load = 7.20 psf 7 16-10- 6 3.50" 233 -245 Designed as Main Wind Force Resisting System WEB FORCE Cs1 = acRws - Low-rise and Components and Cladding 2-10 316 0.06 1 Tributary Area = 34 sqft 3-11 297 0.13 1 4-12 -255 0.33 1 6-13 334 0.15 1 DEFLECTION LOC. ALLOW. LC 7-14 266 0.05 1 Vert TL: -0.06" (L/999) 5-6 L/180 1 Vert LL: -0.03" (L/999) 5-6 L/240 1 Hors TL: 0.00" Joint Locations =- - 1 0- 0- 0 9 0- 0- 0 0-6-1 4-0-0 3-7-3 ^ '' 44-M 44-0-0 ry 2 0- 6- 1 10 0- 6- 1 0-6-1 4-6-1 8-1-4 m 4 4 m 12-6-1 16-6-1 3 4- 6- 11 4- 6- a e- 1- a 12 s- 1- a 8-6-1 8-6-1 5 8- 6- 1 13 12- 6- 1 1 2 3 4 5 6 7 g 6 12- 6- 1 14 16- 6- 1 7 16- 6- 1 15 17- 0- 2 8 17- 0- 2 F6.00 -6.00 4-5-5 3-8 4-6-5 SHIP _ _ 0.2.4ol ol 0-2-4 17-0-2 1P 9 10 11 12 13 14 0-6-1 4-M 3-7-3 4-4-13 4-0-0 0-6-1 4-6-1 8-1 3 12-6-1 16-6-1 J Each connection requires 3/6" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:114"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Tntss design on this sheet is only valid with R`LTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUwhich must be considered by the building ddsi.Lmer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified'. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:17: 6 TOTAL 45.00 psf I Seqn S8.1.0 - 7099 Job Name: CIUPERGER Truss ID: V12 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 26.91 TO FORCE n:o. BND cal I0 scawa UPLIFT REACTIQN(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 7-2 -223 0.00 0.00 0.30 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -96 0.00 0.00 0.33 1 1 -3 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 60 0.00 0.00 0.1E 1 2 -265 lb -212 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 13- 0- 2 4-5 -94 0.00 0.00 0.93 1 3 -267 lb -212 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 13- 0- 2 5-11 -229 0.00 0.00 0.41 1 4 -313 lb -250 lb Valley Truss application only; not designed Galvanization: G60 5 -11 lb for wind load applied to the face. Web Be FORCE rtc. Btm cal In SOME Type ID SECTION Fy(ksi) Joints bracing is required if shown. REACTIONS 7-e 0 0.00 0.00 0.10 1 TO 1 20TC20 50 This truss is designed using the BRG X-LOC SIZE REACT HORIZ 8-9 0 0.00 0.00 0.19 1 BC 1 20TC20 50 ASCE7-10 Wind Specification 1 0- 1-12 3.50" 80 225 9-10 0 0.00 0.00 0.23 1 WEB 1 20TC20 50 Bldg Enclosed = Yes, 2 2- 6- 1 3.50" 310 0 10-11 0 0.00 0.00 0.17 1 20 psf bottom chord live load NOT required Truss Location = Not End Zone 3 6- 1- 4 3.501' 369 0 on this truss, per IBC/IRC requirements for Exp Category = B 4 10- 6- 1 3.501r 377 0 WEB FORCE Cal IV SCRws attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 5 12-10- 6 3.50" 86 -225 2-8 293 0.06 1 Mean roof height = 22.61 ft, mph = 160 3-9 290 0.22 1 Occupancy Category II, Wind Dead Load = 7.20 psf 5-10 335 0.07 1 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 26 sgft DEFLECTION LOC. ALLOW. LC Vert TL: 0.0711 (L/999) 4-5 L/180 18 Vert LL: 0.08" (L/999) 4-5 L/240 18 Horz TL: 0.00" Joint Locations - 2-6-1 3-7-3 S 4-0-0 2-6-1 1 0- 0- 0 7 0- 0- 0 2 2- 6- 1 8 2- 6- 1 2-6-1 6-1-4 m Lb 10-6-1 13-0-2 3 6- 1- 4 9 6- 1- 4 4 6- 6- 1 10 10- 6- 1 6-6-1 + 6-6-1 5 10- 6- 1 11 13- 0- 2 1 2 3 4 5 6 6 13- 0- 2 6 00 -600 3-5-5 3-3-8 3-5-5 SHIP =0-24 50-2 , ) 13-0-2 - 7 8 9 10 11 2-62-6 1 3-73-7 3 4-44 413 2-62-6 1 2-6-1 6-1-4 10-6-1 13-0-2 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided 010 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:11/32"=1' WARNING Read all notes on this sheet and verily all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with ATLTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: NUTR U^STM shown 0n this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is pan of the building design and Engg Chk: v\ which must be considered by the building designer. Braking shouvt is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the puss erector and/or the building designer. The Professional Engineers seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the tmssassembly shosvnonthis sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf BuildgSpec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:17: 8 TOTAL 45.00 psf I Seqn S8.1.0 - 7100 Job Name: CIUPERGER Truss ID: V13 Qt : 1 SPACING: 2-0- 0 PLY: 1 WEIGHT: 17.73 xc FORCE r BND C31 ID SCRW9 UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 7- ua.2 -tea 0.00 0.00 0.34 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -131 0.00 0.00 0.33 1 1 -177 lb -50 lb -156 lb Loaded for 10 PSF non-concurrent BCLL. max o.c, from to 3-4 48 0.00 0.00 0.22 1 2 -345 lb -246 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 9- 0- 2 4-5 -114 0.00 0.00 0.87 1 3 -325 lb -229 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 9- 0- 2 5-11 -340 0.00 0.00 0.53 1 4 -500 lb -355 lb Valley Truss application only; not designed Galvanization: G60 5 -291 lb -67 lb -280 lb for wind load applied to the face. Web BC FORCE AXL Brm c3I ID SCRW3 Type ID SECTION Fy(ksi) Joints bracing is required if shown. REACTIONS 7-6 0 0.00 0.00 0.09 1 TC 1 20TC20 50 This truss is designed using the BRG X-LOC SIZE REACT HORIZ 6-9 0 0.00 0.00 0.18 1 BC 1 20TC20 50 ASCE7-10 Wind Specification 1 0- 1-12 3.50" 246 196 9-20 0 0.00 0.00 0.21 1 WEB 1 20TC20 50 Bldg Enclosed = Yes, 2 0- 6- 1 3.50" 34B 0 10-11 0 0.00 0.00 0.19 1 20 psf bottom chord live load NOT required Truss Location = Not End Zone 3 4- 1- 4 3.50" 375 0 on this truss, per IBC/IRC requirements for Exp Category = B 4 8- 6- 1 3.50" 526 0 xEs FORCE CSI In SCRrIS attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 5 8-10- 6 3.50" 353 -196 2-9 364 0.06 1 Mean roof height = 23.11 ft, mph = 160 3-9 348 0.11 1 Occupancy Category II, Wind Dead Load = 7.20 psf 5-10 529 0.09 1 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = iB sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.07" (L/999) 4-5 L/180 18 Vert LL: 0.08" (L/999) 4-5 L/240 18 Horz TL: 0.00" ~ _ - Joint Locations - 0-6-61 3-7-3 4-0-0 1 0- 0- 0 7 0- 0- 0 0-6-1 4-1 4 8-6-1 d1 2 0- 6- 1 8 0- 6- 1 3 4- 1- 4 9 4- 1- 4 4-6-1 I 4-6-1 I 4 4- 6- 1 10 8- 6- 1 1 2 3 4 5 6 5 8- 6- 1 11 9- 0- 2 6 9- 0- 2 F6.00 s� 2-5-5 2-3-8 2-55 SHIP I0-2-4 T_0-2 9-0-2 �1 7 8 9 10 0-60 6 1 3-73-7 3 4-4-13 ry 0-6-1 4-1-4 8-6-1 m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each and of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:1/2"=1' WARNING Read all notes on this street and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid tvitb NU7RL'SS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: SSTM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUwhich must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. 11ne Professional Engineer's seal TC Live 20.00 psf Design Spec; AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:17: 0 TOTAL 45.00 psf Segn S8.1.0 - 7101 Job Name: CIUPERGER Truss ID: V14 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 9.56 xc FORCE and aND Cax 10 SORws UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 5-2 -60 0.00 0.00 o.a4 a Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 E6 0.00 0.00 0.14 a 1 -47 lb -27 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 3-7 -66 0.00 0.00 0.4e a 2 -235 lb -142 lb Mark all interior bearing locations. , TO 12.001' 0- 0- 0 5- 0- 2 3 -85 lb -50 lb Install interior support(s) before erection. BC 12.0011 0- 0- 0 5- 0- 2 BC FORCE AXL END Csx m SCRUM Type ID SECTION Fy(ksi) Joints Valle Truss application y pp only; not designed Galvanization: G60 5-6 0 0.00 0.00 0.11 a TO 1 20TC20 50 for wind load applied to the face. Web 6-7 0 0.00 0.00 0.11 a. BC 1 20TC20 50 bracing is required if shown, REACTIONS WEB 1 20TC20 50 This truss is designed using the BRG X-LOC SIZE REACT HORIZ WEB FORCE Cal ID acnws 20 psf bottom chord live load NOT required ASCE7-10 Wind Specification 1 0- 1-12 3.50" 83 75 2-6 253 0.04 a on this truss, per IBC/IRC requirements for Bldg Enclosed = Yes, 2 2- 1- 4 3.501' 247 0 attics with limited storage. Truss Location = Not End Zone 3 4-10- 6. 3.501r 122 -75 Exp Category = B Bldg Length = 92.85 ft, Bldg Width_ 78.33 ft Mean roof height = 23.61 ft, mph 160 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 10 sqft DEFLECTION LOC. ALLOW. LC Vert TL: 0.03" (L/999) 3-7 L/180 18 Vert LL: 0.0311 (L/999) 3-7 L/240 18 Horz TL: 0.001, .y 2-1-4 T 2-6-1 =_== Joint Locations 2-1-4 m N 5-0-2 1 0- 0- 0 5 0- 0- 0 2 2- 1- 4 6 2- 1- 4 I 2-6-1 2-6-1 3 2- 6- 1 7 5- 0- 2 1 2 3 4 4 5- 0- 2 6.0� 70-0---1 I 1-5-5 1-5-5 1 -8 SHIP 10-2-4 I0-2_4 I 5-0-2 5 6 r7 2-1.4 2-10-14 2-1.4 5-0-2 Each connection requires 3/81r diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:16116"=V WARAUNG Read all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: NUTRUWhich must be considered by the building designer. Bracing shoµ7,is lateral bracing of truss members only Any additional bracing, Cutting : temporary and,'or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI S100-2012 A Precision Steel Framing Product indicates only that the truss assembly shomr on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TO Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:17: 2 TOTAL 45.00 psf I Seqn S8.1.0 - 7102