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HomeMy WebLinkAboutTruss (2) BATCHJOB: CIUPERGER CLIP REACTIONS Date: 3/16/2017 Page:l of 8 Item Truss ID Span Brg Locations BC size at brg Reaction Uplift SCreW3(#10) 1 CJ01 6110"11 1' 91114 20TC20-50 367 -270 1 6' 9"15 20TC20-50 183 -237 1 2 CJ02 4' 0"12 it 9"14 20TC20-50 204 -151 1 4' 0" 0 20TC20-50 18 -68 1 3 CJ03 8' 2" 4 1' 9" 7 20TC20-50 501 -229 1 81 ill 8 20TC20-50 324 -161 1 4 CJ04 8' 2" 4 1110" 1 20TC20-50 407 -516 1 8' 1" 8 20TC20-50 228 -325 1 5 CJ05 6'10"11 11 8" 7 20TC20-50 310 -326 1 6' 91115 20TC20-50 204 -219 1 6 CT01 29' 712 0' 0" 0-29' 7"12 20TC20-50 94 -42 2 7 CT02 29' 7"12 0' 0" 0-29' 7"12 20TC20-50 88 -57 2 8 CT03 29' 712 0' 0" 0-29' 7"12 20TC20-50 93 -56 2 9 CT04 29' 712 0' 0" 0-29' 7"12 20TC20-50 97 -57 2 10 CT05 29' 712 0' 0" 0-29' 71112 20TC20-50 96 -52 2 11 CT06 28' 4" 4 0' 0" 0-28' 4" 4 20TC20-50 121 -206 2 12 CT07 29' 712 0' 0" 0-29' 7"12 20TC20-50 9i -38 2 13 CT08 28' 4" 4 0' 0" 0-28' 4" 4 20TC20-50 91_ -74 2 14 CT09 28' 4" 4 0' 0" 0-28' 4" 4 20TC20-50 87 -62 2 15 CT10 28' 4" 4 0' 0" 0-28' 4" 4 20TC20-50 92 -60 2 16 CT11 28' 4" 4 0' 0" 0-28' 4" 4 20TC20-50 153 -220 2 17 CT12 28' 4" 4 0' 0" 0-28' 4" 4 20TC20-50 Ili -255 2 18 CT13 28' 4" 4 0' 0" 0-28' 4" 4 20TC20-50 83 -42 2 BATCHJOB: CIUPERGER CLIP REACTIONS Date: 3/16/2017 Page:2 of 8 Item Truss ID Span Brg Locations BC size at brg Reaction Uplift Screws(#10) 19 CT14 28' 4" 4 0' 0" 0-28' 4" 4 20TC20-50 82 -56 2 20 CT15 28' 4" 4 0' 0" 0-28' 4" 4 20TC20-50 104 -80 2 21 CT16 28' 4" 4 0' 0" 0-28' 4" 4 20TC20-50 81 -58 2 22 GT01 25110" 0 1' 3"12 20TC20-50 1107 -498 4 24' 6" 4 20TC20-50 1107 -546 4 �dICf1�o;. 23 GT02 11' 8" 0 0' 2"12 20TC20-50 527 -457 2 - 111 5" 4 20TC20-50 527 -472 2 24 GT03 12' 4" 0 i' 31112 20TC20-50 - 786 -852 3 11' 0" 4 20TC20-50 792 -816 3 25 GT04 39' 3" 8 1' 21112 20TC20-50 100i -582 4 16' 9" 8 20TC20-50 2030 -1116 8 26' 8" 0 20TC20-50 1441 -766 11 38' 0"12 20TC20-50 742 -544 3 26 GT05A 22' 1" 8 1' 21112 20TC20-50 1415 -1059 6 22' 0" 2 20TC20-50 1374 -1061 5 27 GT05B 33' 6" 4 0' 1" 6 20TC20-50 637 -493 2 12111" 8 20TC20-50 2675 -2362 10 33' 3" 8 20TC20-50 1219 -1086 5 28 GT06A 28' 3" 8 8' 0" 0 20TC20-50 2411 -2195 9 28' 2"10 20TC20-50 1322 -1014 5 29 GT06B 22111"12 0' 0"14 20TC20-50 1479 -1347 6 22110" 0 20TC20-50 1583 -1441 6 30 GT07 12' 8" 0 1' 31112 20TC20-50 564 -374 2 111 4" 4 20TC20-50 564 -428 2 31 GT08 17' 8" 0 l' 3"12 20TC20-50 763 -596 3 16' 4" 4 20TC20-50 763 -547 3 32 H01 25110" 0 1 31112 20TC20-50 1166 -671 5 24' 6" 4 20TC20-50 1166 -671 5 33 H02 25'10" 0 1' 3"12 20TC20-50 1166 -610 5 24' 6" 4 20TC20-50 1166 -610 5 34 H03 25110" 0 1' 3"12 20TC20-50 1166 -617 5 24' 6" 4 20TC20-50 1166 -617 5 35 H04A 16' 9" 8 11 31112 20TC20-50 811 -447 4 � 16' 712 20TC20-50 706 -412 3 BATCHJOB: CIUPERGER CLIP REACTIONS Date: 3/16/2017 Page:3 of 8 Item Truss ID Span Brg Locations BC size at brg Reaction Uplift Screws(#10) 36 H04B 22' 6" 0 Of 0"14 20TC20-50 340 -226 2 9110" 8 20TC20-50 1264 -669 5 21' 3" 4 20TC20-50 514 -320 2 37 H05A 15' 8" 8 0' 2"12 20TC20-50 716 -341 3 15' 71110 20TC20-50061�q 698 -455 3 38 H05B 21' 5" 0 0' 0"14 20TC20-50 325 -224 2 9110" 8 20TC20-50 1295 -760 6 VEM� 21' 3" 4 20TC20-50 389 -192 2 39 H06A 15' 8" 8 0' 2"12 20TC20-50 719 -327 3 wg::�6u 15' 71110 20TC20-50 695 -470 3 40 H06B 21' 5" 0 Of 0"14 20TC20-50 309 -227 1 9110" 8 20TC20-50 1331 -829 6 21' 3" 4 20TC20-50 376 -176 2 41 H07 37' 1" 8 0' 21112 20TC20-50 605 -336 3 15' 8" 8 20TC20-50 1355 -591 6 25' 7" 0 20TC20-50 1183 -675 36111"12 20TC20-50 334 -161 2 42 H08 37' 1" 8 0' 21112 20TC20-50 612 -320 3 15' 8" 8 20TC20-50 1425 -768 6 25' 7" 0 20TC20-50 870 -537 4 36'11"12 20TC20-50 491 -220 2 43 H09A 22' 1" 8 1' 21112 20TC20-50 1045 -530 5 22' 0" 2 20TC20-50 950 -448 4 44 H09B 33' 6" 4 0' ill 6 20TC20-50 414 -199 2 12111" 8 20TC20-50 1883 -764 8 33' 3" 8 20TC20-50 815 -388 4 45 H10A 22' 1" 8 1' 21112 20TC20-50 1045 -516 5 22' 0" 2 20TC20-50 950 -472 4 46 HiOB 33' 6" 4 Of 1" 6 20TC20-50 409 -201 2 12111" 8 20TC20-50 1875 -789 8 I\J\NIVV" 33' 3" 8 20TC20-50 824 -377 4 47 H11A 22' 1" 8 1' 21112 20TC20-50 1045 -499 5 � I 22' 0" 2 20TC20-50 950 -499 4 48 H11B 33' roll 4 Of 1" 6 20TC20-50 406 -206 2 12'11" 8 20TC20-50 1864 -818 8 33' 3" 8 20TC20-50 834 -367 4 49 H12A 22' 1" 8 1' 21112 20TC20-50 1045 -479 5 22' 0" 2 20TC20-50 950 -529 4 50 H123 33' 6" 4 0' 1" 6 20TC20-50 398 -204 2 12111" 8 20TC20-50 1878 -859 8 33' 3" 8 20TC20-50 833 -344 4 BATCHJOB: CIUPERGER CLIP REACTIONS Date: 3/16/2017 Page:4 of 8 Item Truss ID Span Brg Locations BC size at brg Reaction Uplift Screws(#10) 51 H13A 22' 1" 8 1' 21112 20TC20-50 1045 -456 5 22' 0" 2 20TC20-50 950 -562 4 52 H13B 33' 6" 4 0' 1" 6 20TC20-50 355 -200 2 11'11" 0 20TC20-50 1849 -868 8 33' 3" 8 20TC20-50 896 -358 4 53 H14A 22' 1" 8 1' 2"12 20TC20-50 1045 -478 5 45�m 22' 0" 2 20TC20-50 950 -530 4 54 H14B 33' 6" 4 0' 1" 6 20TC20-50 262 -151 1 9' 9" 6 20TC20-50 1841 -825 8 33' 3" 8 20TC20-50 1001 -428 4 55 H15A 22' 1" 8 1' 2"12 20TC20-50 1045 -478 5 4z9a 22' 0" 2 20TC20-50 950 -530 4 56 H15B 33' 6" 4 0' 1" 6 20TC20-50 304 -167 1 10'10" 8 20TC20-50 1859 -841 8 33' 4" 8 20TC20-50 940 -403 4 57 H16A 22' 1" 8 1' 2"12 20TC20-50 1054 -482 5 22' 0" 2 20TC20-50 941 -525 4 58 H16B 33' 6" 4 0' 1" 6 20TC20-50 304 -167 1 10'10" 8 20TC20-50 1859 -841 8 33' 3" 8 20TC20-50 940 -403 4 59 H17A 37' 4" 8 1' 21112 20TC20-50 386 -183 2 11' 9" 0 20TC20-50 2087 -958 9 37' 3"10 20TC20-50 1040 -479 5 60 H17B 18' 3" 4 0' 01114 20TC20-50 811 -495 4 18' 0" 8 20TC20-50 834 -333 4 61 H18A 37' 4" 8 1' 2"12 20TC20-50 326 -163 1 11' 9" G 20TC20-50 2258 -1010 9 37' 31110 20TC20-50 984 -468 4 62 H18B 19' 4" 4 0' 0"14 20TC20-50 812 -495 4 18' 0" 8 20TC20-50 934 -420 4 63 H19A 28' 3" 8 1' 2"12 20TC20-50 196 -279 1 8' 0" 0 20TC20-50 1798 -781 7 28' 2"10 20TC20-50 771 -375 4 64 H19B 22'11"12 0' 0"14 20TC20-50 1022 -446 5 22110" 0 20TC20-50 1046 -463 5 65 H20A 28' 3" 8 '_' 2"12 20TC20-50 250 -145 1 8' 0" 0 20TC20-50 1608 -751 7 281 2"10 20TC20-50 829 -394 4 BATCHJOB: CIUPERGER CLIP REACTIOyS Date: 3/16/2017 Paae:S of 8 Item Truss ID Span Brg Locations BC size at brg Reaction Uplift Screws(#10) 66 H20B 22111"12 0' 0"14 20TC20-50 1022 -465 5 22'10" 0 20TC20-50 1046 -479 5 67 H21A 281 3" 8 11 2"12 20TC20-50 374 -243 2 8' 0" 0 20TC20-50 1320 -670 6 28' 2"10 20TC20-50 898 -441 4 68 H21B 22111"12 0' 0"'14 20TC20-50 1022 -490 5 22'10" 0 20TC20-50 1046 -482 5 69 H22A 281 3" 8 1' 2"12 20TC20-50 351 -188 2 8' 0" 0 20TC20-50 1380 -744 6 28' 21110 20TC20-50 885 -448 4 70 H22B 13' 7" 4 0' 0"14 20TC20-50 600 -313 3 13' 5" 8 20TC20-50 624 -325 3 71 H23A 28' 3" 8 11 2"12 20TC20-50 328 -181 2 8' 0'" 0 20TC20-50 1423 -752 6 28' 2"10 20TC20-50 874 -477 4 72 H23B 13' 7" 4 0' 01,14 20TC20-50 600 -324 3 131 5" 8 20TC20-50 624 -325 3 73 H24A 28' 3" 8 1' 21112 20TC20-50 380 -213 1' L 8' 0" U 20TC20-50 1295 -654 5 281 2"10 20TC20-50 905 -459 4 74 H24B 13' 7" 4 0' 0"14 20TC20-50 600 -313 3 13' 5" 8 20TC20-50 624 -325 3 75 H25A 12' 8"12 11 2"12 20TC20-50 634 -291 3 12' 7" 6 20TC20-50 518 -445 3 76 H25B 29' 2" 0 U' 1" 6 20TC20-50 867 -366 4 29' 0If 4 20TC20-50 883 -373 4 77 H26 10' 6" 0 U' 2"12 20TC20-50 473 -317 2 10' 3" 4 20TC20-50 472 -317 2 78 H27 17' 8" 0 1' 3"12 20TC20-50 801 -484 4 16' 4" 4 20TC20-50 801 -484 4 79 H28 171 8" 0 1' 31112 20TC20-50 801 -463 4 16' 4" 4 20TC20-50 801 -463 4 80 H29 25'10" 0 11 31112 20TC20-50 1166 -613 5 24' 6" 4 20TC20-50 1166 -613 5 81 J01 2110" 6 1 31112 20TC20-50 238 -155 1 2' 91110 20TC20-50 75 -88 1 82 J02 0110" 6 0' 0'"12 20TC20-50 0 0 1 0'10" 6 20TC20-50 29 -22 1 U' 91110 20TC20-50 48 -69 1 BATCBJOB: CIUPERGER. CLIP ,EACTIOVS Date: 3/16/2017 Page:6 of 8 Item Truss ID Span Brg Locations BC size at brg Reaction Uplift Screws(#10) 83 J03 5' 0" 4 1' 31112 20TC20-50 306 -181 2 4111" 8 20TC20-50 169 -i96 1 84 J04 1' 8"14 0' 1" 9 20TC20-50 78 1 1' 8" 2 20^1C20-50 85 -114 1 85 J06 3' 0" 4 1' 3"12 20TC20-50 240 -155 1 44 2111" 8 20TC20-50 82 -97 1 86 J07 3' 9" 6 11 31112 20TC20-50 261 -203 2 31 8"10 20TC20-50 115 -136 1 i 87 ill 1' 9" 6 1' 3112 20TC2.0-50 305 -230 2 1' 811i0 20TC20-50 86 -153 1 88 J09 3' 9" 6 1' 31112 20TC20-50 261 -203 2 3' 8"10 20TC20-50 115 -136 1 89 J10 1' 9" 6 1' 31112 20TC20-50 305 -230 2 1' 81110 20TC20-50 86 -153 1 90 J11 3' 9" 6 it 41112 20TC20-50 270 -213 2 3' 8"10 20TC20-50 111 -132 1 91 J1.2 1' 9" 6 1' 4"12 20TC20-50 370 -300 2 1` 81,10 20TC20-50 153 -217 1 92 J,3 1 9" 6 1 11 0T, w 3 2 _2 21C20- 252 -190 1 3' 8"10 20TC20-50 118 -140 1 93 J14 1' 9" 6 1' 2"12 20TC20-50 259 -195 2 1' 8"10 20T 51 -109 1 94 J15 5'11" 4 1' 31112 20TC20-50 343 -237 2 5'10" 8 20TC20-50 210 -234 1 95 J16 5'11" 4 1' 31112 20TC20-50 343 -198 2 5110" 8 20TC20-50 210 -234 1 44 96 J17 2'10" 6 1' 21112 20TC20-50 226 -147 1 2' 91T10 20TC20-50 78 -94 1 97 J18 5' 0" 4 1' 21112 20TC20-50 299 -222 2 4111" 8 20TC20-50 173 -199 1 98 J19 5' 0° 4 11 31112 20TC20-50 306 -183 2 anq 4'11" 8 20TC20-50 169 -196 1 99 J20 5' Off 1' 3"12 20TC20-50 306 -227 2 9111" 8 20TC20-50 169 -196 1 100 T01 25110" 0 1' 3"12 20TC20-50 1166 -593 5 24' 6" 4 20TC20-50 1166 -593 11 BATCBJOB: CIUPERGER CLIP REACTIONS Date: 3/16/2017 Page:7 of 8 Item Truss ID Span Brg Locations BC size at brg Reaction Uplift Screws(#;10) 101 T02 12' 4" 0 1' 31112 20TC20-50 564 -391 3 11' 0" 4 20TC20-50 564 -391 3 102 T03 5' 0" 4 1' 31112 20TC20-50 306 -183 2 4111" 8 20TC20-50 169 -196 1 103 T04A 11' 9" 0 1' 21112 20TC20-50 591 -279 3 11' 710 20TC20-50 474 -419 2 104 T04B 30' 1"12 0' 1" 6 20TC20-50 1097 -483 25' 7" 8 20TC20-50 1736 -657 7 30' 0" 0 20TC20-50 55 -224 1 105 T05A 12' 8"12 1' 2"12 20TC20-50 634 -291 3 12' 7" 6 20TC20-50 518 -445 3 106 T05B 30' 1"12 0' 1" 6 20TC20-50 896 -382 4 30' 0" 0 20TC20-50 913 -388 4 107 T06A 12' 81112 1' 21112 20TC20-50 625 -284 3 12' 7" 6 20TC20-50 527 -453 3 108 T06B 29' 2" 0 0' 1" 6 20TC20-50 867 -366 4 29' 0" 4 20TC20-50 883 -373 4 109 T07 17' 8" 0 1' 3"12 20TC20-50 801 -446 4 44 16' 4" 4 20TC20-50 801 -446 4 110 T08 17' 8" 0 1' 31112 20TC20-50 80i -446 4 16' 4" 4 20TC20-50 801 -446 4 Ill T09 11' 7" 8 1 ' 3"12 20^+_C20-50 590 -355 3 11' 6"12 20TC20-50 465 -322 2 112 V03 8' 710 0' 0" 0- 8' 710 20TC20-50 75 -95 2 113 VO4 4' 71110 0' 0" 0- 4' 7"10 20TC20-50 91 -70 2 114 V05 19' 0"10 0' 0" 0-19' 01110 20TC20-50 132 -62 2 115 V06 15' 0"10 0' 0" 0-15' 0"10 20TC20-50 87 -72 2 i 116 V07 11' 0"10 0' 0" 0-11' 0"10 20TC20-50 112 -96 2 117 V08 7' 01110 0' 0" 0- 7' 0"10 20TC20-50 77 -100 2 118 V09 0' 0" 0- 3' 01,10 20720-50 80 -64 2 BATCHJOB: CIUPERGER CLIP REACTIONS Date: 3/16/2017 Page:8 of 8 Item Truss ID Span Brg Locations BC size at brg Reaction Uplift Screws(#10) 119 V10 21' 0" 2 0' 0" 0-21' 0" 2 20TC20-50 99 -59 2 120 V11 17' 0" 2 0' 0" 0-17' 0" 2 20TC20-50 244 -185 2 4�a4 121 V12 13' 0" 2 0' 0" 0-13' 0" 2 20TC20-50 81 -82 2 122 V13 9' 0" 2 0' 0" 0- 9' 0" 2 20TC20-50 299 -234 2 123 V14 5' 0" 2 0' 0" 0- 5' 0" 2 20TC20-50 92 -69 2 Job Name: CIUPERGER Truss ID: CJ01 Qt : 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 21.42 xc FORCE s END CS1 ID scans UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1 X.-2 a 0.00 0.07 0.07 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 76 0.01 0.21 0.21 1 1 -270 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 35 0.00 0.22 0.22 1 2 -237 lb -48 lb -24 lb Galvanization: G60 TC 12.00" 0- 0- 0 6-10-11 4-5 179 0.03 0.04 0.07 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 6-10-11 5-6 123 0.02 0.13 0.14 1 TC 1 20TC20 5o REACTIONS This truss is designed using the 6-7 -33 0.01 0.15 0.16 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification WEB 1 20TC20 50 1 1- 9-14 7.00" 367 ill Bldg Enclosed = Yes, BC FORCE naL BUD cs1 ID scans 20 psf bottom chord live load NOT required 2 6- 9-15 1.50" 183 68 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 0 0.00 0.11 0.11 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78,33 ft 10-11 -45 0.01 0.14 0.14 1 Mean roof height = 18.47 ft, mph = 160 11-12 -228 0.02 0.14 0.15 1 Occupancy Category II, Wind Dead Load = 7.20 psf 12-13 -228 0.05 0,12 0.16 1 Designed as Main Wind Force Resisting System 13-14 68 0.00 0.12 0.12 1 - Low-rise and Components and Cladding Tributary Area = 5 sgft WEB FORCE CSI ID SCRWS ----------LOAD CASE #1 DESIGN LOADS ---------------- 1-8 -21 0.00 1 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 2-9 214 0.04 1 „Type... lbs X.Loc LL/TL 3-10 -318 0.06 1 BC Vert 96.0 1- 4- 6 0.44 -11 146 0.11 1 ------------ CRITICAL POINT LOADS ------------------ 5-12 -170 0.05 1 Type X.Loc Max. Min. 6-13 290 0.12 1 BC Vert 1- 4- 6 29 -22 7-14 so 0.04 1 BC Vert 1- 4- 6 29 -22 BC Vert 4- 2- 5 75 -88 1.4��N qt 2-02 m rp 2-6� BC Vert 4- 2- 5 75 -88 1.4-6 6 -+ 4-0-13 CL a 6-10-11 DEFLECTION LOC. ALLOW. LC Vert TL: 0.01" (L/999) 6-7 L/180 3 1 2 3 4 6 7 Vert LL: 0.01" (L/999) 6-7 L/240 3 5 Horz TL: 0.01" 4� Vert TL: -0.0311Cantilever(L/627) 1-2 L/ 90 4 Vert LL: -0.02" (L/941) 1-2 L/120 4 --= Joint Locations --- 1 0- 0- 0 8 0- 0- 0 2 1- 4- 6 9 1- 4- 6 3 1- 6- 9 10 1- 7-15 4 4- 0-13 11 1- 9-14 5 4- 2- 5 12 4- 2- 5 6 4- 4- 6 13 6- 7-13 7 6-10-11 14 6-10-11 2-10-4 2-10-4 1 I0 5.0 16-0 B1 B2 W.700 W:108 R:367 11:183 11 U:-270 6-10-11 U:-237 8 10 12 13� 1-4-6 2.4-7 i 2-" 1-4-6 m � 4-2-5 6-7-13 m Each connection requires 3/8" diameter proprietary bolt supplied by NSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale•9/16"=V WARNING Read a!1 notes on/his shee[and verfv all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUT MSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracine which is part of the building design and Engg Chk: which must be considered by the building desigrier. Bmcing 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 @ 21:06: o TOTAL 45,00 psf I Seqn S8.1.0 - 6980 Job Name: CIUPERGER Truss ID: CJ02 Qt : 8 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 11.88 Tc FORCE nxr, BND cal m sCRWs UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-z 9 0.00 0.08 0.0e 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -50 0.01 0.17 0.18 1 1 -151 lb Loaded for 10 PSF non-concurrent BOLL. max o.c. from to 3-4 -46 0.01 0.17 0.1e 1 2 -68 lb -20 lb -31 lb Galvanization: G60 TC 12.00" 0- 0- 0 4- 0-12 4-5 -25 0.01 0.04 0.05 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 4- 0-12 TC 1 20TC20 50 REACTIONS This truss is designed using the BC FORCE ntm arm Cal ID sCRWs BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 0 0.00 0.10 0.10 1 WEB 1 20TC20 50 1 1- 9-14 7.00" 204 62 Bldg Enclosed = Yes, 7-8 0 0.00 0.10 0.10 1 20 psf bottom chord live load NOT required 2 4- 0- 0 1,50" 18 0 Truss Location = Not End Zone 8-9 -41 0.01 0.08 0.08 1 on this truss, per IBC/IRC requirements for Exp Category = B 9-10 0 0.00 0.05 0.05 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft Mean ioof height = 10.97 ft, mph = 160 MEB FORCE cs1 ID scRWs Occupancy Category II, Wind Dead Load = 7.20 psf 1-6 -23 0.00 1 Designed as Main Wind Force Resisting System 2-7 137 0.03 1 - Low-rise and Components and Cladding 3-e 234 0.04 1 Tributary Area = 4 sqft 4-9 -55 0.03 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 5-10 73 0.01 1 Dir L.Plf L.Loc R.Plf R.Loc LL/TL ..Type... lbs X.Loc LL/TL BC Vert 96.0 1- 4- 6 0.44 ------------ CRITICAL POINT LOADS ------------------ Type X.Loc Max, Min. BC Vert 1- 4- 5 29 -22 BC Vert 1- 4- 6 29 -22 1-4-5 tP 2-3-8 N DEFLECTION LOC. ALLOW. LC 14-5 1P 3-10-2 Vert TL: 0.01" (L/999) 3-4 L/180 3 Vert LL: 0.01" (L/999) 3-4 L/240 3 Horz TL: 0.01" 1 2 3 4 5 Cantilever Vert TL: -0.01" (L/999) 6-7 L/ 90 7 Vert LL: -0.011' (L/999) 6-7 L/120 7 - 4r 24 -- Joint Locations - - 1 0- 0- 0 6 0- 0- 0 2 1- 4- 5 7 1- 4-.5 3 1- 6-11 8 1- 9-14 4 3-10- 2 9 1-11-15 5 4- 0-12 10 4- 0-12 1-10-4 1-10-4 T 0-5-0 L 1-6-6 1 B1 B2 W:700 W:108 4-0A204 RA S 6 7 8 14:-151 10 U:-68 1-41-4 5 u' 2-0-13 1-4-5 ml�l 4-0-12 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:27/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is ordy valid with ATU-MUSS 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,mind 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 shovm is lateral bracing of tnlss 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 shover 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 i06: 2 TOTAL 45.00 psf Seqn S8.1.0 - 6981 Job Name: CIUPERGER Truss ID: CJ03 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 28.62 Tc FORCE A:m arm Cal ID SCRIPS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 26 0.00 0.23 0.23 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 101 0.02 0.23 0.24 1 1 -229 lb -130 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 3-4 -239 0.05 0.08 0.13 1 2 -161 lb -88 lb Galvanization: G60 TC 12.00" 0- 0- 0 8- 2- 4 4-5 -146 0,02 0.09 0.10 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 8- 2- 4 5-6 -377 0.08 0.04 0.11 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 -516 0.10 0.07 0.16 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 7-8 -550 0.11 0.09 0.19 1 WEB 1 20TC20 50 1 1- 9- 8 6.19" 501 222 Bldg Enclosed = Yes, 8-9 -450 0.09 0.09 0.18 1 20 psf bottom chord live load NOT required 2 B- 1- 8 1.50" 324 222 Truss Location = Not End Zone 9-10 -384 0.08 0.15 0.22 1 on this truss, per IBC/IRC requirements for Exp Category = B 10-11 -47 0.01 0.19 0.20 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft Mean roof height = 15.69 ft, mph = 160 BC FORCE RM, BND Cal ID SCRR3 Occupancy Category II, Wind Dead Load = 7.20 psf 12-13 0 0.00 0.24 0.24 1 Designed as Main Wind Force Resisting System 13-14 -222 0.03 0.28 0.31 1 - Law-rise and Components and Cladding 14-15 leO 0.02 0.28 0.29 1 Tributary Area = 8 sgft 15-16 180 0.03 0.07 0.10 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 16-17 340 0.06 0.07 0.13 1 Dir L.Plf L.Loc ' R.Plf R.Loc LL/TL 17-18 17 0.00 0.04 0.05 1 ..Type... lbs X.Loc LL/TL 16-24 22 0.00 0.04 0.04 1 BC Vert 122.0 2- 7- 5 0.44 24-19 262 0.03 0.16 0.19 1 BC Vert 230.0 5- 5- 4 0.44 19-20 535 0.09 0.10 0.19 1 19- OS 20-21 495 C.Oa 0.10 0.17 1 21-22 495 0.09 0.19 0.25 1 DEFLECTION LOC. ALLOW. LC 22-23 222 0.01 0.17 0.18 1 Vert TL: -0.02 (L/999) 21-22 L/180 47 Vert LL: -0.01" (L/999) 21-22 L/240 47 WEB FORCE CSI ID SCRWS 1-9-8 Y' m :P py� N 2-7-2 Horz TL: 0.02" 19-2s 47 0.16 1 1"9.8 i N �" "' 6-2� Cantilever 25-7 -79 0.06 1 Vert TL: 0.05" (L/411) 12-13 L/ 90 26 1-12 -45 0.01 1 Vert LL: 0.05" (L/451) 12-13 L/120 26 2-13 254 0.04 1 3-14 -367 0.08 1 4 9 ---- Joint Locations -- 4-15 275 0.05 1 - 1 0- 0- 0 14 1-11-14 � 5-16 -341 4.10 1 4.24 2 1- 9- 8 15 2- 7- 5 17-24 392 0.08 1 3 2- 5- 3 16 2- 9- 9 6-25 193 0.03 1 4 2- 7- 5 17 2-11- 7 8-20 178 0.03 1 5 3- 7- 3 18 4- 9- 8 9-21 229 0.04 1 6 3- 8-15 19 4- 9- 8 10-22 -564 0.36 1 7 4- 9- 8 20 4-11-12 11-23 84 0.03 1 8 5- 3- 1 21 5- 5- 4 9 5- 5- 4 22 7-11-10 10 5- 7- 2 23 8- 2- 4 2-4-12 11 8- 2- 4 24 4- 9- 8 12 0- 0- 0 25 4- 9- B 3-3-12 3-3-12 13 1- 9- 8 SHIP 5 0-11.0 I050 41S W: W:108 R:324 U:-161 1 6 6 B1 CD W:60 " " rr)N R:50 14 MR 8-2.4 19 12 13 017 1820 21 2 1-9-8 ® t. 1-10-1 `!` 2-6-6 �m 1-9-61 <b rL 4-9$ v1�i 7-11-10 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:16132"=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 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 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 shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spats specified. TC Dead 15.00 psf Buiidg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:06: 8 TOTAL 45.00 psf 1 Seqn S8.1.0 - 6982 Job Name: CIUPERGER Truss ID: CJ04 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 28.68 Tc FORCE Axc BrD csx x0 scRWs UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 17 0.00 0.15 0.15 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 47 0.00 0.15 0.15 1 1 -546 lb -195 lb -265 lb Loaded for 10 PSF non-concurrent BCLL. max o.c, from to 3-4 -220 0.04 0.09 OA4 1 2 -325 lb -106 lb -1 lb Galvanization: G60 TC 12.00 0- 0- 0 8- 2- 4 4-5 -116 0.02 0.10 0.11 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 8- 2- 4 5-6 447 0.07 0.06 0.13 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 525 0.09 0.06 0.16 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 7-8 583 0.10 0.10 0.19 1 WEB 1 20TC20 50 1 1-10- 1 4.94" 407 119 Bldg Enclosed = Yes, 8-9 506 0.08 0.10 0.16 1 20 psf bottom chord live load NOT required 2 8- 1- 8 1.50" 228 0 Truss Location = Not End Zone 9-20 422 0.07 0.17 0.23 1 on this truss, per IBC/IRC requirements for Exp Category = B 10-21 -29 0.01 0.17 0.17 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft Mean roof height = 15.69 ft, mph = 160 BC FORCE row BrD CST 1n scRws Occupancy Category II, Wind Dead Load = 7.20 psf 12-13 0 0.00 0.29 0.29 1 Designed as Main Wind Force Resisting System 13-14 -119 0.02 0.29 0.31 1 - Low-rise and Components and Cladding 14:5 -192 0.02 0.16 0.18 1 Tributary Area = 1 sqft 15-16 -192 0.04 0.13 0.16 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 16-17 -445 0.09 0.13 0.21 1 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 17-18 27 0.00 0.04 0.04 1 ------------ CRITICAL POINT LOADS ------------------ 18-24 17 0.00 0.06 0.06 1 Type X.Loc Max. Min. 24-19 -179 0.04 0.20 0.24 1 BC Vert 2- 5-15 152 -217 19-20 -605 0.12 0.07 0.19 1 2B- oB BC Vert 2- 5-15 51 -109 20-21 -5e2 0.12 0.07 0.18 1 BC Vert 5- 3-14 111 -132 21-22 -592 0.12 0.17 0.27 1 BC Vert 5- 3-14 117 -140 22-23 0 0.00 0.17 0.17 1 t{'� Y ^ DEFLECTION LOC. ALLOW. LC WEB FORCE csx m scRws 1-10-1 1-5-4 ^� m m N 2-8� Vert TL: 0.02" (L/999) 6-7 L/180 3 19-2s -65 0.12 1 1-10-1 �+ 3-11-3 6 �' 8-2.4 25-7 -50 0.21 1 Vert LL: 0.02" (L/999) 6-7 L/240 3 1-12 -35 0.01 1 Horz TL: 0.01" 2-13 se 0.01 1 1 2 3 5 7 8 10 11 Cantilever 3-14 390 0.0e 1 4 9 Vert TL: 0.021, (LJ999) 12-13 L/ 90 3 4-15 312 0.07 1 Vert LL: 0.03" (L/727) 12-13 L/120 3 5-16 414 0.11 1 4.24 ,.17-24 -505 0.19 1 -- - Joint Locations ---- 6-25 -156 0.03 1 1+ 0- 0- 0 14 2- 0- 5 0-20 -160 0.04 1 2 1-10- 1 15 2- 5-15 9-21 -260 0.06 1 3 2- 3-13 16 2- 8- 1 10-22 651 0.30 1 4 2- 5-15 17 2-10- 8 11-23 66 0.02 1 5 3-11- 3 18 4- 9- 7 6 4- 1- 2 19 4- 9- 7 7 4- 9- 7 20 4-11-11 2-4-12 8 5- 1-11 21 5- 3-14 9 5- 3-14 22 7-11-12 3-3-12 3-3-12 10 5- 5-11 23 8- 2- 4 SHIP 11 8- 2- 4 24 4- 9- 7 12 0- 0- 0 25 4- 9- 7 y 13 1-10- 1 %42 0.11.0 I0-5-0Z W W:108 R:228 U:-325 1-7-9 B1 W: R: 7 4A 46 { 14 is 8-2-4 12 13 15 17 1820 2 1-10-1 ra m 1-10-15 m 2-7�jiX 1-10-1N 4-9-7 7-11-12m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL ` SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:15132"=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 NGTRL'SS sections and is for an individual building component,not a truss systeri.Bracing Dsgn Chk: T 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: S 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 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: 3/16/2017 @ 21:06: 9 TOTAL 45.00 psf Seqn S8.1.0 - 6983 Job Name: CIUPERGER Truss ID: CJ05 Qt : 2 SPACING: 2- 0-0 PLY: A WEIGHT: 21.98 Tc FORCE xw. BND cal ID SCRws UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 7 0.00 0.05 0.05 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -60 0.01 0.14 0.15 1 1 -326 lb -57 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -29 0.01 0.14 0.15 1 2 -219 lb -45 lb -5 lb Galvanization: G60 TC 12.00" 0- 0- 0 6-10-11 4-5 24 0.00 0.11 0.11 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 6-10-11 5-6 202 0.04 0.05 0.08 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 140 0.02 0.12 0.14'1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 7-8 -31 0.01 0.15 0.16 1 WEB 1 20TC20 50 1 1- 8- 7 4.12" 310 104 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 6- 9-15 1.50" 204 68 Truss Location = Not End Zone BC FORCE = BNO cal m SCRws on this truss, per IBC/IRC requirements for Exp Category = B 9-10 0 0.00 0.09 0.09 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 10-11 0 0.no 0.09 0.09 1 Mean roof height = 11.47 ft, mph = 160 11-12 37 0.01 0.11 0.12 1 Occupancy Category II, Wind Dead Load = 7.20 psf 12-13 -67 0.01 0.11 0.12 1 Designed as Main Wind Force Resisting System 13-24 -241 0.05 0.04 0.0e I - Low-rise and Components and Cladding 14-15 -241 0.05 0.10 0.15 1 Tributary Area = 5 sqft 15-16 68 0.00 0.10 0.io I ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL WEB FORCE CSI ID SCRwa ------------ CRITICAL POINT LOADS ------------------ 1-9 -14 0.00 1 Type X.Loc Max. Min. 2-10 -172 0.03 1 BC Vert 1- 2- 5 29 -22 3-11 202 0.04 1 BC Vert 1- 2- 6 29 -22 4-12 47 0.01 1 BC Vert 4- 0- 5 78 -94 5-13 222 0.13 1 BC Vert 4- 0- 5 78 -94 6-14 -186 0.05 1 7-15 294 0.17 1 1-2-5 Y ^ 2-2-6 4' °P 2-8-6 e-16 71 0.04 1 1tv to cP f'7 N DEFLECTION LOC. ALLOW. LC 1-2-5 � --� 3-10-13 1 c 6-10-11 Vert TL: 0.01" (L/'999) 7-8 L/180 3 Vert LL: 0.02" (L/999) 7-8 L/240 3 Horz TL: 0.01" 1 2 3 4 5 7 8 Cantilever 6 Vert TL: 0.02" (L/999) 9-10 L/ 90 3 4.24 Vert LL: 0.02" (L/999) 9-10 L/120 3 --- Joint Locations ---- 1 0- 0- 0 9 0- 0- 0 2 1- 2- 5 10 1- 2- 5 3 1- 4- 9 11 1- 6- 3 4 1- 8- 7 12 1- 8- 7 5 3-10-13 13 1-10- 5 6 4- 0- 5 14 4- 0- 5 7 4- 2- 5 15 6- 7-15 8 6-10-11 16 6-10-11 2-10-4 2-10-4 I0 5-0 1-6-6 131 B2 W:402 W:108 R1:310 R204 11 13(u'-326 6-10-11 U:-219 9 10 12 14 15 1-2-5 �f' J�V,� 2-2-0 2-7-10 NT4-0-5 6-7-16mEach connection requires 3/8" diameter proprietary bolt supplied bNSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale*9/16"=1' WARNING Read all notes on this sheet and verifv.all design parameters. Designer: EMU WO:Cluperger Truss design on this sheet is only valid with NC'TRUSS sections and is for an individual building component,not a miss system.Bracing Dsgn Chk: TM shoum on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is pan of the building design and Engg Chk: NUTRUSS which must be considered by the building designer. Bracing shoum 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 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 Data: 3/1 5/2017 @ 21:06: 1 TOTAL 45.60 psf 1 Segn S8.1.0 - 6984 Job Name: CIUPERGER Truss ID: CT01 Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 63.02 Tc FORCE nrru BNO CST To SCRWS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 12-2 -153 0.00 0.00 0.22 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 -275 0.00 0.00 0.24 1 1 -41 lb -28 lb Loaded for 10 PSF non-concurrent BCLL. max o.c, from to 3-4 121 0.00 0.00 0.25 1 2 -230 lb -206 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 29- 7-12 4-5 122 0.00 0.00 0.31 1 3 -167 lb -157 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 29- 7-12 5-6 122 0.00 0.00 0.31 1 4 -206 lb -181 lb Drainage must be provided to avoid pounding. Galvanization: G60 6-7 122 0.00 0.00 0.31 1 5 -136 lb -153 lb This truss is designed using the 7-8 122 0.00 0.00 0.31 1 6 -206 lb -181 lb REACTIONS ASCE7-10 Wind Specification 8-9 121 0.00 0.00 0.25 1 7 -167 lb -157 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -175 0.00 0.00 0.24 1 8 -230 lb -206 lb 1 0- 1-12 3.50" 147 108 Truss Location = Not End Zone 10-20 -153 0.00 0.00 0.22 1 9 -41 lb -28 lb 2 2- 9-14 3.50" 321 0 Exp Category = B Type ID SECTION Fy(ksi) Joints 3 6- 9-14 3.50" 321 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft BC FORCE nta, Brrn CST 10 SCRWS TC 1 20TC20 50 4 10- 9-14 3.50" 366 0 Mean roof height = 19.56 ft, mph = 160 12-13 0 0.00 0.00 0.15 1 BC 1 20TC20 50 5 14- 9-14 3.50" 357 0 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 0 0.00 0.00 0.17 1 WEB 1 20TC20 50 6 18- 9-14 3.50" 366 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 0.17 1 20 psf bottom chord live load NOT required 7 22- 9-14 3.50" 321 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 8 26- 9-14 3.50" 321 0 Tributary Area = 59 sqft _ 16-17 0 0.00 0.00 0.17 1 attics with limited storage. 9 29- 6- 0 3,50" 147 -108 17-18 0 0.00 0.00 0.17 1 18-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.15 1 DEFLECTION LOC. ALLOW. LC WEB FORCE CST To SCRWS Vert TL: -0.03" (L/999) 7-8 L/180 1 2-13 251 0.06 1 Vert LL: -0.02" (L/999) 7-8 L/240 1 4-14 -240 0.16 1 Hors TL: 0.01" 5-25 -287 0.19 1 6-16 -277 0.18 1 == Joint Locations =_- 7-17 -287 0.19 1 1 0- 0- 0 11 29- 7-12 8-18 -240 0.16 1 2 2- 9-14 12 0- 0- 0 10-19 251 0.06 1 3 5- 6- 8 13 2- 9-14 m m ti T� 4 6- 9-14 14 6- 9-14 2-9-14 LD 4-0-0 4-0-0 4-0-0 4-0-0 n 5 10- 9-14 15 10- 9-14 ch N 6 14- 9-14 16 14- 9-14 2-9-14 N �10-9-14 14-9-14 18-9-14 22-9-14 7 18- 9-14 17 18- 9-14 8 22- 9-14 18 22- 9-14 5 6$ 1 18-6-12 1 5-6-8 9 24- 1- 4 19 26- 9-14 1 2 3 4 5 6 7 8 9 10 11 10 26- 9-14 20 29- 7-12 6.0�- 0 6.00 T T 2-11-8 2_g_g 2-11-8 1 s 1SHIP 0-2-4 0-2-4 29-7-12 12 13 14 15 29_7_4f 17 18 19 20 n 2-9-14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26-9-14 N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN 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 all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NUfRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: USSTM 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: NUTERwhich 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 @ 21.06: 4 TOTAL 45.00 psf Seqn S8.1.0 - 6985 Job Name: CIUPERGER Truss ID: CT02 Qt : 1 SPACING: 2-0-0 PLY: 1 WEIGHT: 66.52 xc FORCE war. afro Call ID sCRWs UPLIFT REACTION(S) : THIS DESIGN IS THE-COMPOSITE RESULT OF This design based on chord bracing applied 12-z -279 0.00 0.00 0.34 1 - support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -151 0.00 0.00 0.46 1 1 -2 lb Loaded for 10 PSF non-concurrent BOLL. max o.c. from to 3-4 -66 0.00 0.00 0.25 1 2 -267 lb -233 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 29- 7-12 4-5 -24 0.00 0.00 0.28 1 3 -248 lb -210 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 29- 7-12 5-6 -24 0.00 0.00 0.28 1 4 -207 lb -181 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 -24 0.00 0.00 0.28 1 5 -175 lb -156 lb This truss is designed using the 7-8 -24 0.00 0.00 0.28 1 6 -207 lb -181 lb REACTIONS ASCE7-10 Wind Specification 8-9 -66 0.00 0.00 0.25 1 7 -248 lb -210 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -151 0.00 0.00 0.46 1 8 -267 lb -233 lb 1 0- 1-12 3,50" 107 268 Truss Location = Not End Zone 10-20 -279 0.00 0.00 0.34 1 9 -2 lb 2 2- 9-14 3.5011 349 0 Exp Category = B Type ID SECTION Fy(ksi) Joints 3 6- 9-14 3.50" 353 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft Be FORCE Atrt, END cal ID SCARS TC 1 20TC20 50 4 SO- 9-14 3.5011 363 0 Mean roof height = 20.06 ft, mph = 160 12-13 0 0.00 0.00 0.15 1 BC 1 20TC20 50 5 14- 9-14 3.5011 360 0 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 0 0.00 0.00 0.17 1 WEB 1 20TC20 50 6 18- 9-14 3.50" 363 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 0.17 1 20 psf bottom chord live load NOT required 7 22- 9-14 3.50" 353 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 8 26- 9-14 3.50" 349 0 Tributary Area = 59 sqft 16-17 0 0.00 0.00 0.17 1 attics with limited storage. 9 29- 6- 0 3.50" 107 -268 17-18 0 0.00 0.00 0.17 1 18-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.15 1 DEFLECTION LOC. ALLOW. LC WEB FORCE Car m SCRW3 Vert TL: 0.04" (L/999) 2-3 L/180 18 2-13 289 0.07 1 Vert LL: 0.05" (L/999) 2-3 L/240 18 3-14 -272 0.26 1 Horz TL: 0.00" 5-15 -283 0.33 1 6-16 -280 0.32 1 Joint Locations = 7-17 -283 0.33 1 1 0- 0- 0 11 29- 7-12 9-18 -272 0.26 1 2 2- 9-14 12 0- 0- 0 10-19 288 0.07 1 m �t m ti 3 6- 9-14 13 2- 9-14 2-9-14 4-0-0 m tP -0-0 4-0-0 3-3-6 5 cF 4-0-0 4 7- 6- B 14 6- 9-14 m N 5 10- 9-14 15 10- 9-19 2-9-14 6-9-14 ^ ^� 14-9-14 18-9-14 22-1 4 �26-9-14 6 14- 9-14 16 14- 9-14 7-6-8 14-6-12 7_g$ 7 18- 9-14 17 18- 9-14 I I I 8 22- 1- 4 18 22- 9-14 1 2 3 4 5 6 7 8 9 10 11 9 22- 9-14 19 26- 9-14 10 26- 9-14 20 29- 7-12 6.00 s� 'T T 1 3-11-8 3-g 3-11-8 I SHIP 1 0-2-4 0-2-4 29-7-12 12 13 14 15 29-7-If 17 18 19 20 22 -I 1 I 2:y.:y i v 2-9-14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26-9-14 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:6132"=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: N ^�TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing winch is part of the building design and Engg Chk: v\ which must be considered by the building designer. Bracing showm 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 trussassembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and sparis specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:06: 7 TOTAL 45.00 psf Seqn S8.1.0 - 6986 Job Name: CIUPERGER Truss ID: CT03 Qt 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 69.30 TC FORCE Axe END cal ID SOME UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF 'This design based on chord bracing applied 12-2 -248 0.00 0.00 0.32 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -374 0.00 0.00 0.38 1 2 -261 lb -226 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -169 0.00 0.00 0.29 1 3 -255 lb -222 lb Mark all interior bearing locations. TC 12.00f1 0- 0- 0 29- 7-12 4-5 -100 0.00 0.00 0.25 1 4 -147 lb -153 lb Install interior support(s) before erection. BC 12.0011 0- 0- 0 29- 7-12 5-6 -100 0.00 0.00 0.33 1 5 -212 lb -166 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 -100 0.00 0.00 0.33 1 6 -147 lb -153 lb This truss is designed using the 7-8 -100 0.00 0.00 0.25 1 7 -255 lb -222 lb REACTIONS ASCE7-10 Wind Specification 8-9 -169 0.00 0.00 0.29 1 8 -261 lb -226 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -174 0.00 0.00 0.38 1 Type ID SECTION Fy(ksi) Joints 1 0- 1-12 3.5011 137 231 Truss Location = Not End Zone 10-20 -248 0.00 0.00 0.32 1 TC 1 20TC20 50 2 2- 9-14 3.5011 346 0 Exp Category = B BC 1 20TC20 50 3 6- 9-14 3.5011 348 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft BC FORCE A= BM C31 ID sCRWs WEB 1 20TC20 50 4 10- 9-14 3.5011 316 0 Mean roof height = 20.56 ft, mph - 160 12-13 0 0.00 0.00 0.15 1 20 psf bottom chord live load NOT required 5 14- 9-14 3.5011 373 0 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 6 IS- 9-14 3.501, 316 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 0.17 1 attics with limited storage. 7 22- 9-14 3.5011 348 0 - Low-rise and Components and Cladding I5-16 0 0.00 0.00 0.17 1 8 26- 9-14 3.5011 346 0 Tributary Area = 59 sqft 16-17 0 0.00 0.00 0.17 1 9 29- 6- 0 3.50" 137 -231 17-18 0 0.00 0.00 0.17 1 18-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.15 1 DEFLECTION LOC. ALLOW. LC WEB FORCE csI ID sCRms Vert TL: 0.0411 (L/999) 2-3 L/180 16 2-13 292 0.07 1 Vert LL: 0.0411 (L/999) 2-3 L/240 16 3-14 277 0.26 1 Horz TL: 0.011, 5-15 -237 0.41 1 6-16 -293 0.50 1 --- Joint Locations -- 1-237 0.41 1 1 0- 0- 0 11 29- 7-12 9-16 277 0.26 1 d. 2 2- 9-14 12 0- 0- 0 10-19 282 0.07 1 2-9-14 4-0-0 ^ r� �4-0-0 4-0-0 CO d,4-0-0 ^TN 3 6- 9-14 13 2- 9-14 ip m. 4 9- 6- 8 14 6- 9-14 2-9-14 6-9-14 N -114-9-14 18-9-14 p26-9-14 5 10- 9-14 15 10- 9-14 9-6-8 10-6-12 9-6-8 6 14- 9-14 16 14- 9-14 7 18- 9-14 17 IS- 9-14 1 2 3 4 5 6 7 8 9 10 11 8 20- 1- 4 18 22- 9-14 9 22- 9-14 19 26- 9-14 10 26- 9-14 20 29- 7-12 F6.00 -6.0 .T T 4-11-8 4-M 4-11-8 T TSHIP 0-2-4 0-2-4 29-7-12 12 13 14 1 15 29-7-If 17 18 19 20 2-9-14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26-9-14 t� :L F. Each connection requires 3/81, diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5132"=V - WARKINGRead all notes on this street and verify a1l design put- Designer: EMW WO:Ciuerer amelers' Dsgn chk: P g Truss design on this sheet is only valid with NIMUSS sections and is for an individual building component,not a truss system.Bracing STM shownon this dratving 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 shnunt is lateral bracing or 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 8100-2012 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 @ 21:06: 1 TOTAL 45.00 psf Seqn S8.1.0 - 6987 Job Name: CIUPERGER Truss ID: CT04 Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 71.43 xc FORCE AxL BND CS1 ID aCRws UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 12-2 -336 0.00 0.00 0.32 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 -226 0.00 0.00 0.38 1 1 -15 lb Loaded for 10 PSF non-concurrent BOLL. max o.c. from to 3-4 -90 0.00 0.00 0.42 1 2 -254 lb -219 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 29- 7-12 4-5 -7e 0.00 0.00 0.24 1 3 -289 lb -250 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 29- 7-12 5-6 52 0.00 0.00 0.28 I 4 -202 lb -195 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 52 0.00 0.00 0.28 1 5 -203 lb -156 lb This truss is designed using the 7-8 -78 0.00 0.00 0.24 1 6 -202 lb -195 lb REACTIONS ASCE7-10 Wind Specification 8-9 -90 0.00 0.00 0.42 1 7 -289 lb -250 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -226 0.00 0.00 0.38 1 8 -254 lb -219 lb 1 0- 1-12 3.50" 143 318 Truss Location = Not End Zone 10-20 -336 0.00 0.00 0.32 1 9 -15 lb 2 2- 9-14 3,50" 339 0 Exp Category = B Type ID SECTION Fy(ksi) Joints 3 6- 9-14 3.50" 373 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft BC FORCE AM Brm cal m SCRNa TC 1 20TC20 50 4 10- 9-14 3.50" 340 0 Mean roof height = 21.06 ft, mph = 160 12-13 0 0.00 0.00 0.15 1 BC 1 20TC20 50 5 14- 9-14 3.50" 367 0 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 0 0.00 0.00 0.17 1 WEB 1 20TC20 50 6 18- 9-14 3.50" 340 0 Designed as Main Wind Force Resisting System 14-I5 0 0.00 0.00 0.17 1 20 psf bottom chord live load NOT required 7 22- 9-14 3.50" 373 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for .8 26- 9-14 3.50" 339 0 Tributary Area = 59 sgft 16-17 0 0.00 0.00 0.17 1 attics with limited storage. 9 29- 6- 0 3.50" 143 -318 17-18 0 0.00 0.00 0.17 1 16-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.15 1 DEFLECTION LOC. ALLOW. LC WEB FORCE Cal ID sCRW3 Vert TL: 0.04" (L/999) 3-4 L/180 18 2-13 275 0.07 1 Vert LL: 0.04" (L/999) 3-4 L/240 18 3-14 311 0.28 1 HOrz TL: 0.01" 4-15 -261 0.54 1 6-16 -286 0.66 1 -- Joint Locations -- 9-17 -261 0.54 1 v 1 0- 0- 0 11 29- 7-12 9-18 311 0.28 1 2-9-14 4-0-0 4-0-0 �' -�+ 2 2- 9-14 12 0- 0- 0 io-I9 z7s o.07 1 i -gym m m --I to 3 6- 9-14 13 2- 9-19 2-9-14 6-9-14 10-9-14 �22-9-14 26-9-14 Ai 4 10- 9-14 14 6- 9-14 11-6-8 1 6-6-12 I 11-6.8 5 11- 6- 6 15 10- 9-14 6 14- 9-14 16 14- 9-14 1 2 3 4 5 6 7 8 9 10 11 7 18- 1- 4 17 18- 9-14 8 18- 9-14 18 22- 9-14 �F6.00 -6.009 22- 9-14 19 26- 9-14 I 10 26- 9-14 20 29- 7-12 T T 5-11 8 1 5-9 5-11-8I SHIP 1II 0.2-4 0-2-4 29-7-12 12 13 14 15 29-7-411 17 18 19 20 2-9-14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26.9-14 N r, Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN 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 head all notes on this sheet and verify al!design paratrteters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid witb NU7RUSS 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 btacing,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 andor permanent,is the responsibility of the truss erector and/or the building designer. 'Llte 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 shotwt on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spwtsspecified, TC Dead 15.00 psf BuildgSpec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:06: 4 TOTAL 45.00 psf Seqn S8.1.0 - 6988 Job Name: CIUPERGER Truss ID: CT05 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 72.61 Tc FORCE Ax BnD cal 1D SCRWS UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 12-2 -304 0.00 0.00 0.30 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -222 0.00 0.00 0.31 1 2 -252 lb -225 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -226 0.00 0.00 0.37 1 3 -259 lb -228 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 29- 7-12 4-5 -218 0.00 0.00 0.36 1 4 -267 lb -241 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 29- 7-12 5-6 176 0.00 0.00 0.17 1 5 -58 lb -46 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 176 0.00 0.00 0.17 1 6 -267 lb -241 lb This truss is designed using the 7-8 -218 0.00 0.00 0.36 1 7 -259 lb -228 lb REACTIONS ASCE7-10 Wind Specification 8-9 -226 0.00 0.00 0.27 1 8 -252 lb -225 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -222 0.00 0.00 0.31 1 Type ID SECTION Fy(ksi) Joints 1 0- 1-12 3.50" 161 289 Truss Location = Not End Zone 10-20 -304 0.00 0.00 0.30 1 TC 1 20TC20 50 2 2- 9-14 3.50" 340 0 Exp Category = B BC 1 20TC20 50 3 6- 9-14 3.50" 369 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft BC FORCE Axo Bat) cal ID SCRWS WEB 1 20TC20 50 4 10- 9-14 3.50" 341 0 Mean roof height = 21.56 ft, mph = 160 12-13 0 0.00 0.00 0.15 1 20 psf bottom chord live load NOT required 5 14- 9-14 3.50" 244 0 Occupancy Category II, Wind Dead Load = 7.20 psf 13-24 0 O.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 6 18- 9-14 3.50" 341 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 0.17 1 attics with limited storage. 7 22- 9-14 3.50" 369 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.17 1 8 26- 9-14 3.50" 340 0 Tributary Area = 59 sgft 16-17 0 0.00 0.00 0.17 1 9 29- 6- 0 3.50" 161 -289 17-18 0 0.00 0.00 0.17 1 18-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.15 1 DEFLECTION LOC. ALLOW. LC WEB FORCE CST TO SCRWS Vert TL: -0.11" (L/999) 4-5 L/180 28 2-13 273 0.07 1 Vert LL: -0.10" (L/999) 4-5 L/240 28 3-14 -28e 0.28 1 Horz TL: 0.05" 4-15 289 0.55 1 6-16 -164 0.48 1 ti N =_= Joint Locations =-- 8-17 289 0.55 1 2-9-14 4-0-0 4-0-0 yl p m 1 0- 0- 0 11 29- 7-12 -0 0 9-18 -288 0.28 1 I m m m m 014 i 4-0-0 2 2- 9-14 12 0- 0- 0 10-19 273 0.07 1 2.9.14 6.9-14 10-9-14 �+ �+ r m22-9-14 26-9-14 N 3 6- 9-14 13 2- 9-14 4 10- 9-14 14 6- 9-14 13-6-8 12-6-12 1 13-6-8 I 5 13- 6- 8 15 10- 9-14 1 2 3 4 5 6 7 8 9 10 11 6 14- 9-14 16 14- 9-14 7 16- 1- 4 17 1B- 9-14 8 18- 9-14 iB 22- 9-14 6.00 6.00 I 9 22- 9-14 19 26- 9-14 10 26- 9-14 20 29- 7-12 6-11-8 6-9-8 6-11-8 SHIP = s 0-2-4 0-2-4 29-7-12 12 13 14 15 29-7-If 17 18 19 20 2-9-14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26-9-14 N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN 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 head all notes on this sheet and verify all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with ATUMUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: m a �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 : ■•�i■r 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 5100-2012 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 Data: 3/15/2017 @ 21:06: 7 TOTAL 45.00 psf Seqn S8.1.0 - 6989 Job Name: CIUPERGER Truss ID: CT06 Qt : 13 SPACING: 2-0- 0 PLY: 1 WEIGHT: 72.76 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: BRG X-1.00 REACT SIZE 1 -18 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 1 0- 1-12 153 3.50" 2 -257 lb -223 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 4- 4 2 2- 9-14 341 3.50:: 3 -242 lb -235 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 4- 4 3 6- 9-14 367 3.50" 4 -289 lb -24'8 lb Galvanization: G60 4 10- 9-14 354 3.5011 5 -90 lb -97 lb This truss is designed using the REACTIONS 5 14- 5- 1 307 3.5011 7 -306 lb -267 lb ASCE7-10 Wind Specification Brg Reac Horiz Brg Reac Horiz 6 Is- 7- 7 61 3.50" 8 -270 lb -239 lb Bldg Enclosed = Yes, 1 153 350 7 382 0 7 18- 9-14 382 3.5011 9 -127 lb -104 lb Truss Location = Not End Zone 2 341 0 8 363 0 8 22- 9-14 363 3.501, 10 -304 lb -299 lb -206 lb Exp Category = B 3 367 0 9 425 0 9 26- 9-14 425 3.50:• it -96 lb Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 4 354 0 10 46 -290 10 26-11-10 46 3.50" Type ID SECTION Fy(ksi) Joints Mean roof height = 21.88 £t, mph = 160 5 307 0 11 286 0 11 28- 2- 8 286 3.50" TC 1 20TC20 50 Occupancy Category I1, Wind Dead Load = 7.20 psf 6 61 0 0 TC FORCE axt, END ¢sl 11) sCRWs BC 1 20TC20 50 Designed as Main Wind Force Resisting System 12-2 -373 0.00 0.00 0.32 1 WEB 1 20TC20 50 - Low-rise and Components and Cladding 2-3 -263 0.00 0.00 0.35 1 20 psf bottom chord live load NOT required Tributary Area = 57 sqft 3-4 -142 0.00 0.00 0.36 1 on this truss, per IBC/IRC requirements for 4-5 117 0.00 0.00 0.45 1 attics with limited storage. 5-6 139 0.00 0.00 0.15 1 6-7 106 0.00 0.00 0.71 1 7-8 -105 0.00 0.00 0.38 1 DEFLECTION LOC. ALLOW. LC 8-9 -232 0.00 0.00 0.45 1 Vert TL: -0.06" (L/999) 6-7 L/180 1 9-10 -289 0.00 0.00 0.28 1 Vert LL: -0.03" (L/999) 6-7 L/240 1 10-11 -123 0.00 0.00 0.24 1 Horz TL: 0.01" EC FORCE 211n: EaM cal l0 scRWs - = Joint Locations - 12-13 0 0.00 0.00 0.15 1 2-9-14 4-0-0 4-0-0 3-7-3 m 4-0-0 4-0-0 4-0-0 1 0- 0- 0 12 0- 0- 0 13-14 0 0.00 0.00 0.17 1 � -� 2 2- 9-14 13 2- 9-14 14-15 0 0.00 0.00 0.17 1 2-9-14 6-9-14 10-9-14 14-5-1 mA+18-9-14 22-9-14 26-9-14 -' � 3 6- 9-14 14 6- 9-14 15-16 0 0,00 0.00 0.16 1 14-9-14 13-6-6 4 10- 9-14 15 10- 9-14 16-1 0 0.00 0.00 0.12 1 �1 2 3 4 5 7 8 9 10 6 14- 9-14 17 18- 9-14 17-16 0 0.00 0.00 0.18 1 :;18-19 0 0.00 0.00 0.18 i 6.0 26-1 6 11 7 18- 9-14 18 22- 9-14 19-20 0 0.00 0.00 0.15 1 6.00 - 8 22- 9-14 19 26- 9-10 20-21 0 0.00 0.00 0.03 1 9 26- 9-14 20 4-1 4 SO 28- 1- 3 21 28- 4- 4 WEB FORCE C9I ID SCIMS 11 28- 4- 4 2-13 278 0.07 1 3-14 -285 0.27 1 4-15 311 0.58 1 5-16 -245 0.78 1 7-17 327 0.66 1 e-18 293 0.27 1 9-19 -238 0.06 1 7-7-3 -5-6 7-7-3 10-20 353 0.06 1 SHIP 11-21 -276 0.05 1 = I0.10 0-2-4 28.4-4 12 13 14 15 28-4-46 17 18 19 21 - 2-9-14 6-9-14 10-9-14 14-5-1 18-9-14 22-9-14 26-9-14 m � N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN 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 KKARNING Read all notes on this sheet and verily 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: USSTM 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 Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:06: 1 TOTAL 45.00 psf 1 Seqn S8A.0 - 6990 Job Name:.CIUPERGER Truss ID: CT07 Qt : 1 SPACING: 2-0-0 PLY: 1 WEIGHT: 58.64 TC FORCE n B C31 ID SCRAPS UPLIFT REACTIONS) THIS DESIGN IS-THE COMPOSITE RESULT OF This design based on chord bracing applied 12-2 -108 0.00 0.00 0.28 1 Support C&C Wind .Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -107 0.00 0.00 0.21 1 1 -26 lb -23 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -50 0.00 0.00 0.29 1 2 -217 lb -187 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 29- 7-12 4-5 -50 0.00 0.00 0.29 1 3 -208 lb -177 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 29- 7-12 5-6 -50 0.00 0.00 0.29 1 4 -169 lb -180 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 -50 0.00 0.00 0.29 1 5 -121 lb -148 lb This truss is designed using the 7-8 -50 0.00 0.00 0.29 1 6 -169 lb -180 lb REACTIONS ASCE7-10 Wind Specification 8-9 -50 0.00 0.00 0.29 1 7 -208 lb -177 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -107 0.00 0.00 0.21 1 8 -217 lb -187 lb 1 0- 1-12 3.50" 121 119 Truss Location = Not End Zone 10-20 -108 0.00 0.00 0.29 1 9 -26 lb -23 lb 2 2- 9-14 3.50" 308 0 Exp Category = B Type ID SECTION Fy(ksi) Joints 3 6- 9-14 3.50" 365 0 Bldg Length = 92.85 £t, Bldg Width = 78.33 ft BC FORCE AXL MM CSI ID SCRWS TC 1 20TC20 50 4 10- 9-14 3.50" 359 0 Mean roof height = 19.06 ft, mph = 160 12-13 0 0.00 0A0 0.15 1 BC 1 20TC20 50 5 14- 9-14 3.50" 360 0 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 0 0.00 0.00 0.17 1 WEB 1 20TC20 50 6 18- 9-14 3.50" 359 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 0.17 1 20 psf bottom chord live load NOT required 7 22- 9-14 3.50" 365 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 8 26- 9-14 3.50" 308 0 Tributary Area = 59 sqft 16-17 0 0.00 0.00 0.17 1 attics with limited storage. 9 29- 6- 0 3.50" 121 -119 17-18 0 0.00 0.00 0.17 1 18-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.15 1 DEFLECTION LOC. ALLOW. LC WEB FORCE c31 ID SCRWS Vert TL: -0.02" (L/999) 5-6 L/180 1 2-13 238 0.06 1 Vert LL: -0.01" (L/999) 5-6 L/240 1 4-14 -284 0.09 1 Horz TL: 0.00" 5-15 -200 0.09 1 6-16 -280 0.09 1 ---- Joint Locations =- 7-17 -280 0.09 1 1 0- 0- 0 11 29- 7-12 8-18 -284 0.09 1 2 2- 9-14 12 0- 0- 0 10-19 238 0.06 1 3 3- 6- 8 13 2- 9-14 4 6- 9-14 14 6- 9-14 m m 2.9-14 m D ,4-0-0 4-0-0 4-" 4-0-0 3-3-6 5 10- 9-14 15 10- 9-14 rn r. 6 14- 9-14 16 14- 9-14 7 18- 9-14 17 IS- 9-14 :s 2-9-1414 14-9-14 18-9-14 22-9-14 26-1.4 m N N 8 22- 9-14 18 22- 9-14 3-6-8 22-6-12 3-6-8 9 26- 1- 4 19 26- 9-14 1 2 3 4 6 6 7 8 9 10 11 10 26- 9-14 20 29- 7-12 6.00 -600 I7-11-8 -9- 1-11-8 _ = HIP 0-2-4 0-2-4 29-7-12 12 13 14 15 29-7-4 17 18 19 20 4 - 2-9-14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26-9-14 tpp]] N N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:6/32"=V WARNING Read all notes on this sheet and verily all design parameters. Designer: RAW WO:Ciuperger Truss design on this sheet is only valid with NTUI'RUSS sections and is for an individual building component,not a muss 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 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. TC Dead 15.00 psf Buifdg Spec: IRC-2016 BC Live 0.00 psf BC Dead 10.00 psf Date: 3115/2017 @ 21:06: 4 TOTAL 45.00 psf 1 Seqn S8.1.0 - 6991 Job Name: CIUPERGER Truss ID: CT08 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 67.31 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: SRG x-LOC REACT SIZE 1 -5 lb Loaded for 10.PSF non-concurrent BCLL. max O.C. from to i 0- 1-12 88 3.50" 2 -231 lb -204 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 4- 4 2 2- 9-14 308 3.50" 3 -120 lb -113 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 4- 4 3 5- 9-14 251 3.50" 4 -165 lb -142 lb Drainage must be provided to avoid ponding. Galvanization: G60 4 8- 9-14 285 3.50" 5 -138 lb -132 lb This truss is designed using the 5 11- 9-14 266 3.50" 6 -96 lb -127 lb ASCE7-10 Wind Specification REACTIONS 6 14- 9-14 272 3.50" 7 -138 lb -130 lb Bldg Enclosed = Yes, Brg Reac Horiz Brg Reac Horiz 7 17- 9-14 266 3.50" 8 -164 lb -142 lb Truss Location = Not End Zone 1 88 133 7 266 0 8 20- 9-14 283 3.50" 9 -129 lb -118 lb Exp Category = B 2 308 0 8 283 0 9 23- 9-14 262 3.50" 10 -156 lb -134 lb Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 3 251 0 9 262 0 10 26- 9-14 282 3.50" 11 -97 lb -97 lb -73 lb Mean roof height = 18.56 ft, mph = 160 4 285 0 10 282 0 11 26-11-10 15 3.50" 12 -19 lb Occupancy Category II, Wind Dead Load = 7.20 psf 5 266 0 11 15 -89 12 28- 2- 8 76 3.50" Type ID SECTION Fy(ksi) Joints Designed as Main Wind Force Resisting System 6 272 0 12 76 0 TC FORCE Axa MM CSI ID SCRTIS TC 1 20TC20 50 - Low-rise and Components and Cladding 15-2 -122 0.00 0.00 0.23 1 BC 1 20TC20 50 Tributary Area = 57 sqft 2-3 51 0.00 0.00 0.21 1 WEB 1 20TC20 50 20 psf bottom chord live load NOT required 3-4 54 0.00 0.00 o.0e 1 on this truss, per IBC/IRC requirements for 4-5 55 0.00 0.00 0.18 1 attics with limited storage. 5-6 55 0.00 0.00 0.18 1 6-7 55 0.00 0.00 0.16 1 DEFLECTION LOC. ALLOW. LC 7-8 55 0.00 0.00 0.16 1 Vert TL: 0.02" (L/999) 11-12 L/180 16 e-9 ss 0.00 0.00 0.1e 1 Vert LL: 0.02" (L/999) 11-12 L/240 16 9-10 55 0.00 0.00 0.18 1 Horz TL: 0.00" 10-11 54 0.00 0.00 0.09 1 Joint Locations 11-12 54 0.00 0.00 0.23 1 = =- 12-13 -79 0.00 0.00 0.15 1 1 0- 0- 0 14 28- 4- 4 13-14 -29 0.00 0.00 0.06 1 2 2- 9-14 15 0- 0- 0 3 5- 6- 8 16 2- 9-14 So FORCE Ata. Mm CSI ID Sams 4 5- 9-14 17 5- 9-14 15-16 0 0.00 0.00 0.11 1 2-9-14 q4 ¢ q7 tp d1 rP 5 8- 9-14 18 8- 9-14 I6-17 0 0.00 0.00 0.11 1 m m m d1 m m m n7 m 6 11- 9-14 19 11- 9-14 17-ae o 0.00 0.00 0.09 1 2-9-14 m ra m m m A m .-r m A m r i rL r�i 7 14- 9-14 20 14- 9-14 I6-19 0 0.00 0.00 0.09 1 5-6-8 18-6-12 4-3-0 8 17- 9-14 21 17- 9-14 19-20 0 0.00 0.00 0.09 1 I I 9 20- 9-14 22 20- 9-14 20-21 0 0.00 0.00 0.09 1 1 2 3 5 6 7 8 9 10 12 14 10 23- 9-14 23 23- 9-14 21-22 0 0.00 0.00 0.09 1 4 11 13 11 24- 1- 4 24 26- 9-14 22-23 0 0.00 0.00 0.10 1 6.00 _6 00 I 12 26- 9-14 25 26-11-10 4 4 - 4 23-24 0 0.00 0.00 0.10 1 13 28- 1- 3 26 28- 4 24-25 0 0.00 0.00 0.09 1 25_26 0 0.00 0.00 0.03 1 _ T T :TIED FORCE CSI 11) SCMIT 2-1-6 249 0.06 1 2-11.8 g.g 2-11-8 4-17 -193 0.13 1 =0.10-1SHIP 5-18 -225 0.15 1 S 6-19 -206 0.14 1 0-2-4 7-20 -222 0.14 1 8-21 -206 0.14 1 1 9-22 -224 0.15 1 10-23 -201 0.13 1 12-24 -192 0.05 1 13-25 109 0.02 1 14-26 -66 0.01 1 28-4-4 15 16 17 18 19 28 4_420 21 22 23 24 26 2-9-14 m n r min r ran m N N rVr ry �v Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN 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: EM 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 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 showrr 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 @ 21:06: 8 TOTAL 45.00 psf Seqn S8.1.0 - 6992 Job Name: CIUPERGER Truss ID: CT09 Qt : 1 SPACING: 2-0- 0 PLY: 1 WEIGHT: 68.25 TC FORCE AXL Biro csx ID SCRWs UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF. This design based on chord bracing applied 13-2 -223 0.00 0.00 0.32 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -201 0.00 0.00 0.39 1 2 -263 lb -227 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -188 0.00 0.00 0.28 1 3 -227 lb -209 lb Mark all interior bearing locations. TC 12.00t1 0- 0- 0 28- 4- 4 4-5 -223 0.00 0.00 0.25 1 4 -164 lb -157 lb Install interior support(s) before erection. BC 12.0011 0- 0- 0 28- 4- 4 5-6 -123 0.00 0.00 0.33 1 5 -204 lb -180 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 -123 0.00 0.00 0.33 1 6 -171 lb -154 lb This truss is designed using the 7-8 -123 0.00 0.00 0.24 1 7 -236 lb -213 lb REACTIONS ASCE7-10 Wind Specification 8-9 -189 0.00 0.00 0.29 1 8 -326 lb -286 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -199 0.00 0.00 0.38 1 10 -22 lb 1 0- 1-12 3.5011 149 218 Truss Location = Not End Zone 10-11 -244 0.00 0.00 0.29 1 Type ID SECTION Fy(ksi) Joints 2 2- 9-14 3.5011 348 0 Exp Category = B 11-12 45 0.00 0.00 0.21 1 TC 1 20TC20 50 3 6- 9-14 3.5011 331 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft BC 1 20TC20 50 4 SO- 9-14 3.5011 320 0 Mean roof height = 19.40 ft, mph = 160 BC FORCE A= Bito csx xD SCRWs WEB 1 20TC20 50 5 14- 9-14 3.5011 374 0 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 0 0.00 0.00 0.15 1 20 psf bottom chord live load NOT required 6 18- 9-14 3.5011 318 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 7 22- 9-14 3.5011 337 0 - Low-rise and Components and Cladding I5-16 0 0.00 0.00 0.17 1 attics with limited storage. 8 26- 9-14 3.5011 258 0 Tributary Area = 57 sq£t 16-17 0 0.00 0.00 0.17 1 9 28- 1- 3 3.50" 0 0 11-18 0 0.00 0.00 0.17 1 10 28- 2- 8 3.5011 212 -187 18-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.17 1 20-21 0 0.00 0.00 0.13 1 DEFLECTION LOC. ALLOW. LC 21-22 0 0.00 0.00 0.01 1 Vert TL: -0.0411 (L/999) 9-10 L/180 1 Vert LL: -0.0211 (L/999) 9-10 L/240 1 WEB FORCE csx m SCRWs Horz TL: 0.011, 2-14 284 0.07 1 3-15 250 0.24 1 --- Joint Locations =- 5-16 -241 0.37 1 1 0- 0- 0 12 28- 4- 4 6-17 -294 0.45 1 2 2- 9-14 13 0- 0- 0 7-19 -239 0.36 1 ID ti m a j 3 6- 9-14 14 2- 9-14 9-19 259 0.25 1 2-9� 4-0-0� 0 �+ m4-0� 4-0.0 dr m d14-0-0 �^i, JN4' J 4 B-SO- 8 15 6- 9-14 10-20 347 o.os 1 2-9-14 6-9-14 Xi m -_1 14-9-14 18-9-14 x N 26-9-14 5 10- 9-14 16 10- 9-14 11-21 -292 0.09 1 6 14- 9-14 17 14- 9-14 12-22 13 0.00 1 8-10-8 11-10-12 7-7-0 7 18- 9-14 18 IS- 9-14 1 2 3 4 5 6 7 8 9 10 12 8 20- 9- 4 19 22- 9-14 11 9 22- 9-14 20 26- 9-14 10 26- 9-14 21 28- 1- 3 6.00 6,00 11 26-11-11 22 28- 4- 4 T T 4-7-8 4-5-8 4-7-8 SHIP 1 10.10- 0-2-4 28-4-4 21, 13 14 15 16 8-4-417 18 19 20 22 - 2-9-14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26-9-14 N Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5/32"=11 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: S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing wiitich is pan of the building design and Engg Chk: NUTRUwhich must be consider0d 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 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 @ 21:06: 2 TOTAL 45.00 psf 1 Seqn S8.1.0 - 6993 Job Name: CIUPERGER Truss ID: CT10 Qt : 1 SPACING: 2-0-0 PLY: 1 WEIGHT: 72.67 xc FORCE -Axc stiD cal ID sCRtta UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 14-2 -293 0.00 0.00 0.22 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -212 0.00 0.00 0.28 1 1 -52 lb -16 lb Loaded for 10.PSF non-concurrent BCLL. max o.c. from to 3-4 -174 0.00 0.00 0.27 1 2 -197 lb -177 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 4- 4 4-5 -160 0.00 0.00 0.21 1 3 -249 lb -215 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 4- 4 5-6 -105 0.00 0.00 0.21 1 4 -191 lb -176 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 -105 0.00 0.00 0.25 1 5 -143 lb -137 lb This truss is designed using the 7-8 -105 0.00 0.00 0.25 1 6 -187 lb -161 lb REACTIONS ASCE7-10 Wind Specification 8-9 -105 0.00 0.00 0.21 1 1 -146 lb -135 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -160 0.00 0.00 0.21 1 8 -196 lb -180 lb 1 0- 1-12 3.50" 140 243 Truss Location = Not End Zone 10-11 -175 0.00 0.00 0.29 1 9 -283 lb -249 lb 2 0- 9-14 3,50" 273 0 Exp Category = B 11-12 -207 0.00 0.00 0.26 1 Type ID SECTION Fy(ksi) Joints 3 4- 3-14 3.50" 328 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 12-13 -69 0.00 0.00 0.11 1 TC 1 20TC20 50 4 7- 9-14 3.50" 283 0 Mean roof height= 19.56 ft, mph = 160 BC 1 20TC20 50 5 11- 3-14 3.50" 286 0 Occupancy Category II, Wind Dead Load = 7.20 psf BC FORCE wc, MM cal ID scat.•a WEB 1 20TC20 50 6 14- 9-14 3.50" 322 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 0.10 1 20 psf bottom chord live load NOT required 7 IS- 3-14 3.50" 286 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.13 1 on this truss, per IBC/IRC requirements for 8 21- 9-14 3.50" 281 0 Tributary Area = 57 sqft 16-17 0 0.00 0.00 0.13 1 attics with limited storage. 9 25- 3-14 3.50" 312 -207 17-18 0 0.00 0.00 0.13 1 10 28- 2- 8 3.50" 177 -6 18-19 0 0.00 0.00 0.13 1 19-20 0 0.00 0.00 0.13 1 20-21 0 0.00 0.00 0.13 1 DEFLECTION LOC. ALLOW. LC 21-22 0 0.00 0.00 0.13 1 Vert TL: -0.02" (L/999) 11-12 L/180 1 22-23 207 0.00 0.00 0.14 1 Vert LL: -0.01" (L/999) 11-12 L/240 1 23-24 -6 0.00 0.00 0.12 1 Horz TL: 0.01" tiEE FORCE CSI ID aCRwa -- Joint Locations =- 2-15 214 0.04 1 1 0- 0- 0 13 28- 4- 4 3-16 269 0.11 1 2 0- 9-14 14 0- 0- 0 4-17 -213 0.26 1 m a• Si m .�+ -�+ 3 4- 3-14 15 0- 9-14 6-19 -216 0.37 1 0-9-14 3-6-0 3-6-0 .i. rh dt c{t m T 4 7- 9-14 16 4- 3-14 7-19 -252 0.43 1 ,-� m .t-, :4 rn ti m m .�-i N t+7 cN.i rit E-20 -216 0.37 1 0-9-14 4-3-14 7-9-14 6 11- 3-14 18 11- 3-14 10-21 216 0.26 1 9 6 8 10-6-12 8-3-0 7 14- 9-14 19 14- 9-14 11-22 -268 0.11 1 1 2 3 4 5 6 7 8 9 10 11 12 8 18- 3-14 20 18- 3-14 12-23 222 0.04 1 I� 13 9 20- 1- 4 21 21- 9-14 13-29 -155 0.03 1 I 10 21- 9-14 22 25- 3-14 6.00 6.00 11 25- 3-14 23 25- 4-15 12 28- 1-11 24 28- 4- 4 T 8 T 4-11-8 4-9"' -9 4-11-8 SHIP I1 = I0-10 0-2-4 28-4-4 23 14 16 17 18 8-4 419 20 21 22 24 0-9-14 -� --� --i - n 0-9-14 4-3-14 7-9-14 11-3-14 14-9-14 18-3-14 21-9-14 25-3-14 m (4 (V (V Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN 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!design paranieters. Designer: EMW WO:Ciuperger Tntss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a trios system.Bracing Dsgn Chk: T �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: 1 which must be considered by the building designer. Bracing showit 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. Ile 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 @ 21:06: 6 TOTAL 45.00 psf Seqn S8.1.0 - 6994 Job Name: CIUPERGER Truss ID: CT11 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 71.26 xc FORCE Aa rum Cal ID SOME UPLIFT REACTIONS) THIS DESIGN IS. THE COMPOSITE RESULT OF This design based on chord bracing applied 13-2 -321 0.00 0.00 0.31 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -211 0.00 0.00 0.38 1 1 -10- lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -90 0.00 0.00 0.44 1 2 -253 lb -218 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 4- 4 4-5 99 0.00 0,00 0.23 1 3 -290 lb -252 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 4- 4 5-6 74 0.00 0.00 0.28 1 4 -197 lb -186 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 74 0.00 0.00 0.28 1 5 -201 lb -171 lb This truss is designed using the 7-8 98 0.00 0.00 0.23 1 6 -189 lb -175 lb REACTIONS ASCE7-10 Wind Specification 8-9 -91 0.00 0.00 0.44 1 7 -298 lb -263 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -201 0.00 0.00 0.39 1 8 -130 lb -101 lb 1 0- 1-12 3.50" 138 304 Truss Location = Not End Zone 10-11 -252 0.00 0.00 0.24 1 9 -283 lb -284 lb -220 lb 2 2- 9-14 3.50" 339 0 Exp Category = B 11-12 -107 0.00 0.00 0.21 1 10 -80 lb 3 6- 9-14 3.50" 373 0 Bldg Length = 92.85 £t, Bldg Width = 76.33 £t Type ID SECTION Fy(ksi) Joints 4 10- 9-14 3.50" 338 0 Mean roof height = 20.06 ft, mph = 160 Sc FORCE Axt. rum CS1 ID sCRws TC 1 20TC20 50 5 14- 9-14 3.50" 366 0 Occupancy Category II, Wind Dead Load = 7.20.psf 13-14 0 0.00 0.00 0.15 1 BC 1 20TC20 50 6 18- 9-14 3.50" 338 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 0.17 1 WEB 1 20TC20 50 7 22- 9-14 3.50" 378 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.17 1 20 psf bottom chord live load NOT required 8 26- 9-14 3,50" 435 0 Tributary Area = 57 sqft 16-17 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 9 26-11-10 3.50" 35 -255 17-18 0 0.00 0.00 0.17 1 attics with limited storage. 10 28- 2- 8 3.5011 249 0 18-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.17 1 20-21 0 0.00 0.00 0.16 1 DEFLECTION LOC. ALLOW. LC 21-22 0 0.00 0.00 0,03 1 Vert TL: 0.04" (L/999) 3-4 L/180 18 Vert LL: 0.04" (L/999) 3-4 L/240 18 aes FORCE C91 TO 9CRws Horz TL: 0.01" 2-14 274 0.07 1 3-15 313 0.29 1 Joint Locations 4-1 -259 0. 1 �� T 1 0- 0- 0 12 28- 4- 4 6-17 -286 0.66 66 1 ra m �-, m .�+ I 2 2- 9-14 1.3 0- 0- 8-18 -259 0.54 1 2-9-14 4-0 m_0 4-0-0 07 m df7 4-0-0 4-0-0 3 6- 9-14 14 2- 9-14 9-19 3zo 0.29 1 2-9-14 6-9-14 10-9-14 ra m 22-9-14 26-9-14 4 10- 9-14 15 6- 9-14 10-20 -235 0.06 1 5 11- 6- 8 16 10- 9-14 11-21 310 0.05 1 1 11-6-8 6-6-12 { 10-3-0 6 14- 9-14 17 14- 9-14 12-22 -239 0.05 1 1 2 3 4 6 6 7 8 9 10 12 7 18- 1- 4 18 IS- 9-14 11 8 18- 9-14 19 22- 9-14 6.0 6.00 9 22- 9-14 20 26- 9-14 10 26- 9-14 21 26-11-10 11 28- 1- 3 22 28- 4- 4 I I 5-11-8 5_g 5-11-8 1 I SHIP = 10-10-IIQ 0-2-4 28.4.4 l 13 14 15 16 8-4.417 18 19 20 22��}f - - 2-9-14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26-9-14 m N N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN 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 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 TM shown on this drawing is not erection bracing,wind ,ind bracing portal bracing or similar bracing ta$ich is part of the building design and Engg Chic: 1 which must be considered by the building designer. Bracing sho-is lateral bracing of truss members only Any additional bracing, Cutting NUTRV 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 S400-2012 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 @ 21:06: s TOTAL 45,00 psf Seqn S8.1.0 - 6996 Job Name: CIUPERGER Truss ID: CT12 Qt : 1 SPACING: 2-0-0 PLY: 1 WEIGHT: 72.43 TC FORCE Atm Brm C51 ID SCRIM UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 13-2 -293 0.00 0.00 0.30 1 Support C&C Wind •Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -216 0.00 0.00 0.31 1 2 -252 lb -225 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 3-4 -219 0.00 0.00 0.35 1 3 -260 lb -228 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 4- 4 4-5 -211. 0,00 0.00 0.37 1 4 -269 lb -241 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 4- 4 5-6 190 0.00 0.00 0.18 1 5 -44 lb -38 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 190 0.00 0.00 0.18 1 6 -265 lb -219 lb This truss is designed using the 7-8 -211 0.00 0.00 0.36 1 7 -291 lb -248 lb REACTIONS ASCE7-10 Wind Specification 8-9 -219 0.00 0.00 0.40 1 8 -147 lb -124 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -215 0.00 0.00 0.36 1 9 -250 lb -258 lb -255 lb 1 0- 1-12 3.50" 158 279 Truss Location = Not End Zone 10-11 -215 0.00 0.00 0.25. 1 10 -30 lb 2 2- 9-14 3.50" 340 0 Exp Category = B 11-12 -92 0.00 0.00 0.18 1 Type ID SECTION Fy(ksi) Joints 3 6- 9-14 3.50" 369 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft TC 1 20TC20 50 4 10- 9-14 3.50" 341 0 Mean roof height = 20.56 ft, mph = 160 BC FORCE xxr. ME) cs1 1D SCRws BC 1 20TC20 50 5 14- 9-14 3.50" 250 0 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 0 0.00 0.00 0.15 1 WEB 1 20TC20 50 6 18- 9-14 3.30" 341 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 D.17 1 20 psf bottom chord live load NOT required 7 22- 9-14 3.50" 371 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 8 26- 9-14 3.50" 448 0 Tributary Area = 57 sqft 16-17 0 0.00 0.00 0.17 1 attics with limited storage. 9 26-11-10 3.50" 0 -217 17-18 0 0.00 0.00 0.17 1 10 28- 2- 8 3.50" 215 0 18-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.17 1 20-21 0 0.00 0100 0.16 1 DEFLECTION LOC. ALLOW. LC 21-22 0 0.00 0.00 0.03 1 Vert TL: -0.11" (L/999) 7-8 L/180 26 Vert LL: -0.10" (L/999) 7-8 L/240 26 WEB FORCE CS1 ID MCRWM Horz TL: 0.05" 2-14 273 0.07 1 3-15 -288 0.28 1 ----= Joint Locations =--- 4-26 291 0.55 1 m �. m ar 1 0- 0- 0 12 28- 4- 4 6-17 -170 0.49 1 2-9-14 4-0-0 4-0-0 n 4-0.0 4-0-0 D 2 2- 9-14 13 0- 0- 0 8-18 297 D.55 1 ,.., m� 3 6- 9-14 14 2- 9-14 9-19 313 0.28 1 2-9-14 6.9-14 10-9-14 N N --�22-9-14 26-9-14 �0 4 10- 9-14 15 6- 9-14 10-20 -265 0.07 1 r 13-6-8 F2-6-12 12-3-0 , 5 13- 6- 8 16 10- 9-14 11-21 264 0.04 1 1 2 3 4 5 6 7 8 9 10 12 6 14- 9-14 17 14- 9-14 12-2 -2 .0 1 7 16- 1- 4 18 IS- 9-14 11 8 IS- 9-14 19 22- 9-14 6.00 .6.00 9 22- 9-14 20 26- 9-14 10 26- 9-14 21 26-11-10 11 28- 1- 3 22 28- 4- 4 6-11.8 6-9-8 6-11-8 SHIP _ =0-10 0-2-4 28-4-4 21 13 14 15 16 8 4.417 18 19 20 22 - m 2-9.14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26.9-14 ® N� Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale;6132"=1' WARNING Read all notes on this sheet and verify all design parameter;c, 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: S STM shown on this dmvring 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 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: 3/16/2017 @ 21:06: 3 TOTAL 45.00 psf I Seqn S8.1.0 - 6996 Job Name: CIUPERGER Truss ID: CT13 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 58.52 xc FORCE Axc min. CSI In SCRws UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on.chord bracing applied 13-2 -122 0.00 0.00 0.31 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -131 0.00 0.00 0.18 1 1 -42 lb -35 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -77 0.00 0.00 0.29 1 2 -196 lb -175 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 4- 4 4-5 -77 0.00 0.00 0.29 1 3 -207 lb -177 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 4- 4 5-6 -77 0.00 0.00 0.30 1 4 -162 lb -181 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 -77 0.00 0.00 0.30 1 5 -121 lb -156 lb This truss is designed using the 7-8 -77 0.00 0.00 0.31 1 6 -161 lb -179 lb REACTIONS ASCE7-10 Wind Specification e-9 -77 0.00 0.00 0.31 1 7 -210 lb -179 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -230 0.00 0.00 0.18 1 8 -188 lb -151 lb 1 0- 1-12 3.50" 138 101 Truss Location = Not End Zone 10-12 -74 0.00 0.00 0.17 1 10 -8 lb -10 lb 2 2- 9-14 3.50" 292 0 Exp Category = B 11-12 37 0.00 0.00 0.14 1 Type ID SECTION Fy(ksi) Joints 3 6- 9-14 3.50" 364 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft TC 1 20TC20 50 4 10- 9-14 3.50" 360 0 Mean roof height = 18.06 ft, mph = 160 sc FORCE Are, Win CSI 1n SORas BC 1 20TC20 50 5 14- 9-14 3.50" 361 0 Occupancy Category II, Wind Dead Load = 7.20 psf 13-24 0 0.00 0.00 0.15 1 WEB 1 20TC20 50 6 18- 9-14 3.50" 358 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 0.17 1 20 psf bottom chord live load NOT required 7 22- 9-14 3.50" 368 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 8 26- 9-14 3.50" 198 0 Tributary Area = 57 sqft 16-17 0 0.00 0.00 0.17 1 attics with limited storage. 9 28- 1- 3 3.50" 0 0 17-18 0 0.00 0.00 0.17 1 10 28- 2- 8 3.50" 113 -77 16-19 0 0.00 0.00 0.18 1 19-20 0 0.00 0.00 0.10 1 20-21 0 0.00 0.00 0.13 1 DEFLECTION LOC. ALLOW. LC 21-22 0 0.00 0.00 0.03 1 Vert TL: -0.03" (L/999) 8-9 L/180 1 Vert LL: -0.01" (L/999) 8-9 L/240 1 WEB FORCE cal In SCRws Horz TL: 0.01" 2-14 217 0.06 1 4-15 -283 0.09 1 - Joint Locations = 5-3.6 -280 0.09 1 1 0- 0- 0 12 28- 4- 4 6-17 -280 0.09 1 2 2- 9-14 13 0- 0- 0 7-19 -279 0.09 1 3 3- 6- 8 14 2- 9-14 e-19 -285 0.09 1 4 6- 9-14 15 6- 9-14 10-20 212 0.04 1 5 10- 9-14 16 10- 9-14 11-21 -121 0.04 1 2-9-14 97 LD V 4-0-0 4-0-0 4-0-0 4-04 0-0 3-3-6 ,m ��' 6 14- 9-14 17 14- 9-14 12-22 34 0.01 1 -gym tp m m� -� -� 7 18- 9-14 18 18- 9-14 2-9-14 6 m r6 to 10-9-14 14-9-14 18-9-14 22-9-14 26-1-4 iU F9 8 22- 9-14 19 22- 9-14 3-6-8 22-6-12 2 3-0 9 26- 1- 4 20 26- 9-14 10 26- 9-14 21 28- 1- 3 1 2 3 4 5 6 7 a 9 1010 112� 11 26-11-11 22 28- 4- 4 6.0_ .6.00 1-11-8 1-11-8 m Z0-10 SHIP 0-2-4 28-4-4 13 14 15 16 -4-4 17 18 19 20 22 2-9-14 6.9-14 10-9-14 14-9.14 18-9-14 22-9-14 26414 ry Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale.6132"=1' WARNING Read all notes on dais sheet and verify all 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: S STM shown on this drawing is not erection bracing,wind bracing,portal brachrg ocsimilar bracing which is part of the building design and Engg Chk: NUTRUwhich must be considered by the building designer. Bracing show'It is lateral bracing of truss members only Any additional bracing, Cutting : temporary and'or permanent,is the responsibility ofthe truss erector andror 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 @ 21:06: 7 TOTAL 45.00 psf Seqn S8.1.0 - 6997 Job Name: CIUPERGER Truss ID: CT14 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 64.12 To FORCE AXL BNn cal m aCRWa UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE-RESULT OF This design based on chord bracing applied - ` 13-2 -147 0.00 0.00 0.30 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 54 0.00 0.00 0.32 1 2 -261 lb -230 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 59 0-00 0.00 0.22 1 3 -184 lb -172 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 4- 4 4-5 59 0.00 0.00 0.30 1 4 -211 lb -186 lb Install interior support(s) before erection. SC 12.00" 0- 0- 0 28- 4- 4 y 5-6 59 0.00 0.00 0.30 1 5 -141 lb -162 lb Drainage must be provided to avoid ponding. Galvanization: G60 6 6-7 59 0.00 0,10 0,311 1 6 -210 lb -184 lb This truss is designed using the 1 7-8 59 0.00 0.00 0.30 1 7 -187 lb -175 lb REACTIONS ASCE7-10 Wind Specification 8-9 59 0.00 0.00 0.23 1 8 -298 lb -276 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 56 0.00 0.00 0.40 1 10 -46 lb -4 lb 1 0- 1-12 3.50" 82 152 Truss Location = Not End Zone 10-11 -152 0.00 0.00 0.27 1 Type ID SECTION Fy(ksi) Joints 2 2- 9-14 3.50" 350 0 Exp Category = B 11-12 41 0.00 0.00 0.18 1 TC 1 20TC20 50 3 6- 9-14 3.50" 357 0 Bldg Length = 92.85 ft, Bldg Width_ 78.33 ft BC 1 20TC20 50 4 10- 9-14 3.50" 368 0 Mean roof height = 18.73 ft, mph = 160 BC FORCE Axr. Grin C91 In aCRWa WEB 1 20TC20 50 5 14- 9-14 3.50" 356 0 Occupancy Category II, Wind Dead Load = 7.20 psf 1 13-14 0 0.00 0.00 0.13 1 20 psf bottom chord live load NOT required 6 18- 9-14 3.50" 367 0 Designed as Main Wind Force Resisting System 14-15 0 0.00 0.00 0.27 1 on this truss, per IBC/IRC requirements for 7 22- 9-14 3.50" 362 0 - Low-rise and Components and Cladding 15-26 0 0.00 0.00 0.17 1 attics with limited storage. 8 26- 9-14 3.50" 316 0 Tributary Area = 57 sqft 16-17 0 0.00 0.00 0.17 1 9 28- 1- 3 3.50" 0 0 17-18 0 0.00 0.00 0.17 1 10 28- 2- 8 3.50" 124 -113 16-19 0 0.00 0.00 0.18 1 19-20 0 0.00 0.00 0.10 1 20-21 0 0.00 0.00 0.13 1 DEFLECTION LOC. ALLOW. LC 21-22 0 0.00 0.00 0.02 1 Vert TL: 0.03" (L/999) 9-10 L/180 16 Vert LL: 0.04" (L/999) 9-10 L/240 16 WEB FORCE CBI in BCRWa Horz TL: 0.00" 2-14 282 0.07 1 4-15 -275 0.23 1 Joint Locations 5-16 -288 0.24 1 1 0- 0- 0 12 28- 4- 4 6-17 -276 0.23 1 2 2- 9-14 13 0- 0- 0 7-18 -288 0.24 1 3 6- 2- 8 14 2- 9-14 6-19 -279 0.23 1 Ta. 4 6- 9-14 15 6- 9-14 10-20 31a o.os 1 2-9-14 3-4-10 °I'"4-0-0 4-0 4-0-0 4-0-0 �h '"Qi 5 10- 9-14 16 SO- 9-14 _.,.a-z1 -v7 o.os 1 -'-�� -� -� 6 14- 9-14 17 14- 9-14 12-22 11 0.00 1 2-9-14 6-2-8 m 10-9-14 14-9-14 18-9-14 22-9-14 m ^^ 7 18- 9-14 18 18- 9-14 6-2-8 17-2-12 I 4-11_ 0 1 9 23- 5- 4 20 26- 9-14 1 2 3 5 6 7 8 10 12 10 26- 9-14 21 28- 1- 3 4 9 11 11. 26-11-11 22 28- 4- 4 6.00 -6.00 T T 3 3 _1_g 3-3-8 SHIP 10-10- 0-2-428-4-4 _11 13 14 15 16 8-4.417 18 19 20 22 2.9-14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26-9-14 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5132"=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: �TM sholwi on this drawing is not erection bracine,wind bracing,pottal bracing or similar bracing uitich is part of the building design and Chk: NUTRUwhich must be considered by the building designer. Bracing shouu is lateral bracing of truss members only Any additional bracing, Cutting Cutting temporary anWor permanent,is the responsibility of the truss erector amd4or 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 trussassembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss TC Dead 15.00 psf Buildg Spec: IRC-2016 configuration and spans specified BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:07: 0 TOTAL 45.00 psf Seqn S8.1.0 - 6998 Job Name: CIUPERGER Truss ID: CT15 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 66.40 TC FORCE AXL BND CSI ID SCRWS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 13-2 -27a 0.00 0.00 0.34 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -150 0.00 0.00 0.45 1 1 -3 lb Loaded for 10 PSF non-concurrent BCLL. max o.C. from to 3-4 -5a 0.00 0.00 0.26 1 2 -267 lb -233 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 28- 4- 4 4-5 -25 0.00 0.00 0.28 1 3 -249 lb -211 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 28- 4- 4 5-6 -25 0.00 0.00 0.28 1 4 -207 lb -182 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 -25 0.00 0.00 0.28 1 5 -171 lb -168 lb This truss is designed using the 7-8 -25 0.00 0.00 0.28 1 6 -207 lb -179 lb REACTIONS ASCE7-10 Wind Specification e-9 -56 0.00 0.00 0.26 1 7 -250 lb -213 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -151 0.00 0.00 0.47 1 8 -388 lb -332 lb 1 0- 1-12 3.50" 107 269 Truss Location = Not End Zone 10-11 -315 0.00 0.00 0.34 1 10 -82 lb 2 2- 9-14 3.5011 348 0 Exp Category = B 11-12 42 0.00 0.00 0.19 1 Type ID SECTION Fy(ksi) Joints 3 6- 9-14 3.50" 358 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft TC 1 20Tc20 50 4 10- 9-14 3.50" 363 0 Mean roof height = 19.06 ft, mph = 160 BC FORCE Ara. MM csx ID SCRWS BC 1 20TC20 50 5 14- 9-14 3.50" 360 0 Occupancy Category II, Wind Dead Load = 7.20 psf � 13-14 0 0.00 0.00 0.15 I WEB 1 20TC20 50 6 18- 9-14 3.50" 362 0 Designed as Main Wind Force Resisting System 14-15 0 0AO 0.00 0.17 1 20 psf bottom chord live load NOT required 7 22- 9-14 3.50" 362 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 8 26- 9-14 3.50" 318 0 Tributary Area = 57 sgft 16-17 0 0.00 0.00 0.17 1 attics with limited storage. 9 28- 1- 3 3.50" 0 0 17-18 0 0.00 0.00 0.17 1 10 28- 2- 8 3.501' 261 -227 16-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.17 1 20-21 0 0.00 0.00 0.13 1 DEFLECTION LOC. ALLOW. LC Vert TL: 0.04" (L/999) 9-10 L/180 16 z1-zz o 0.00 0.00 0.01 1 Vert LL: 0.05" (L/999) 9-10 L/240 16 WEB FORCE CSI ID SCRWS Horz TL: 0.00" 2-14 298 0.07 1 3-15 -277 0.27 1 - Joint Locations --- 5-16 -283 0.33 1 1 0- 0- 0 12 28- 4- 4 6-17 -zao o.3z 1 2 2- 9-14 13 0- 0- 0 7-18 -283 0.33 1 v. 3 6- 9-14 14 2- 9-14 9-19 -280 0.27 1 m T 0., F 4 7- 6- 8 15 6- 9-14 10-20 409 0.07 1 2-9-14 4-0_ 0 ` I 4-0-0 4-0-0 3-3-6 �,© 4 0-0 '�'-tea Y 5 10- 9-14 16 10- 9-14 11-21 -354 0.11 1 2-9-14 6-9-14 m ^7 14-9-14 18-9-14 22-1 4 m 26-9-14 6 14- 9-14 17 14- 9-14 12-22 14 0.00 x 7 18- 9-14 18 18- 9-14 7 6$ l 14-6-12 66-3_ 0 8 22- 1- 4 19 22- 9-14 1 2 3 4 5 6 7 8 9 10 12 9 22- 9-14 20 26- 9-14 11 10 26- 9-14 21 28- 1- 3 600 -6.�0 11 26-11-11 22 28- 4- 4 .00 T T 3-11-8 3-9 3-11-8 TSHIP Io 10 0-2-a 28-4-4 21. 13 14 15 16 8-4,4 17 18 19 20 22 2-9-14 _ m 2-9-14 6-9-14 10-9-14 14-9-14 18-9-14 22-9-14 26-9.14 N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN 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 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: N qTM shown on this dmwing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: v` 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 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 criterin 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 @ 21:07: a TOTAL 45.00 psf I Seqn S8.1.0 - 6999 Job Name: CIUPERGER Truss ID: CT16 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 73.12 Tc FORCE nxr. tum CST TD SCRwe UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 13-2 -271 0.00 0.00 0.30 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -158 0.00 0.00 0.32 1 2 -251 lb -227 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -130 0.00 0.00 0.54 1 3 -263 lb -221 lb Mark all interior bearing locations. TC 12.0011 0- 0- 0 28- 4- 4 4-5 187 0.00 0.00 0.56 1 4 -310 lb -266 lb Install interior support(s) before erection. BC 12.0011 0- 0- 0 28- 4- 4 5-6 198 0.00 0.00 0.16 1 5 -3 lb -14 lb Drainage must be provided to avoid ponding. Galvanization: G60 6-7 198 0.00 0.00 0.16 1 6 -307 lb -245 lb This truss is designed using the 7-8 187 0.00 0.00 0.53 1 7 -289 lb -236 lb REACTIONS ASCE7-10 Wind Specification B-9 -130 0.00 0.00 0.54 1 8 -322 lb -319 lb BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 9-10 -150 0.00 0.00 0.36 1 10 -58 lb 1 0- 1-12 3.5011 119 259• Truss Location = Not End Zone 10-21 -276 0.00 0.00 0.27 1 Type ID SECTION Fy(ksi) Joints 2 2- 9-15 3.5011 342 0 Exp Category = B 11-12 41 0.00 0.00 0.18 1 TC 1 20TC20 50 3 6- 9-15 3.5011 364 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft BC 1 20TC20 50 4 10- 9-15 3.5011 367 0 Mean roof height = 20.73 ft, mph = 160 EC FORCE run. Elro CST TO SCnwS WEB 1 20TC20 50 5 14- 9-15 3.5011 286 0 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 0 0.00 0.00 0.15 1 20 psf bottom chord live load NOT required 6 Is- 9-15 3.5011 366 0 Designed as Main Wind Force Resisting system 14-15 0 0.00 0.00 0.17 1 on this truss, per IBC/IRC requirements for 7 22- 9-15 3.5011 370 0 - Low-rise and Components and Cladding 15-16 0 0.00 0.00 0.17 1 attics with limited storage. 8 26- 9-15 3.5011 283 0 Tributary Area = 57 sqft 16-17 0 0.00 0.00 0.17 1 9 28- 1- 3 3.5011 0 0 17-18 0 0.00 0.00 0.17 1 10 28- 2- 8 3.5011 237 -211 16-19 0 0.00 0.00 0.17 1 19-20 0 0.00 0.00 0.17 1 20-21 0 0.00 0.00 0.13 1 DEFLECTION LOC. ALLOW. LC 21-22 0 0.00 0.00 0.01 1 Vert TL: -0.2011 (L/999) 6-7 L/180 36 Vert LL: -0.20" (L/999) 6-7 L/240 36 WEE FORCE CST To SCRWB Horz TL: 0.101, 2-24 272 0.07 1 3-15 286 0.27 2 'f r� ---- Joint Locations ---- 4-16 332 0.60 1 :y 1 0- 0- 0 12 28- 4- 4 2-9-15 4-0-0 4-0-0 3-4-11 oS 4-0-0 4-0-0 +m 2 2- 9-15 13 0- 0- 0 8-18 329 0.60 1 2-9-15 6-9-15 10-9-15 14-2-9 -� --1 m m 22-9-15 26-9-15 3 6- 9-15 14 2- 9-15 9-19 322 0.29 1 4 10- 9-15 15 6- 9-15 10-20 345 0.06 1 `r 14-2-9 1 Ill 12-11-0 5 14- 2- 9 16 10- 9-15 11-21 -329 0.10 1 1 2 3 4 5 7 8 9 10 12 6 14- 9-15 17 14- 9-15 . 12-22 19 0.00 1 6 11 7 1S- 5- 4 18 is- 9-15 �- 8 is- 9-15 19 22- 9-15 F6.00 -6.00 I 9 22- 9-15 20 26- 9-15 10 26- 9-15 21 28- 1- 3 11 26-11-12 22 28- 4- 4 7 3-9 7-1-9 7-3-9 SHIP = IO-10- 0-2-4 28-4-4 24 13 14 15 16 8-4-417 18 19 20 22 m 2-9-16 6-9-15 10.9-15 14-9-15 18-9-15 22-9-15 26-9-15 m Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL OVER SUPPORT AS SHOWN SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5/32"=11 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 tmss system.Bracing Dsgn Chk: N lJ 1'R lJ S STM sIiov n 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 Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:07: s TOTAL 45.00 psf Seqn S8.1.0 - 7000 i Job Name: CIUPERGER Truss I®: GT01 Qt 1 SPACING: 2- 0-0 PLY:-1 WEIGHT: 88.99 TC FORCE AXL MM CSI ID SCRW3 1-2 34 0.00 0.15 0.16 1 2-3 75 0.01 0.43 0.43 1 -SP 3-4 -1374 0.26 0.43 0.66 1 SP- 4-5 -1150 0.22 0.13 0.33 1 -31? 5-6 -985 0.20 0.29 0.47 1 SP- 6-7 -966 0.19 0.40 0.58 1 -SP 7-e -1817 0.36 0.40 0.74 1 SP- 7-9 -1817 0.36 0.35 0.68 1 -SP 9-10 -2472 0.49 0.35 0.81 1 SP- 10-I1 -2472 0.49 0.12 0.59 1 11-12 -3159 0.63 0.37 0.97 1 -8P 12-23 -2365 0.47 0.37 0.80 1 09- 6B 13-14 -2762 0.59 0.11 D.69 1 6H- 6H 14-15 -2473 0.49 0.59 1.04 1 6H- on 15-16 -2012 0.40 0.65 1.02 1 SP- 16-17 -2130 0.43 0.65 1.04 1 17-18 -2130 0.43 0.60 0.99 1 18-19 -2020 0.40 0.60 0.97 1 -SP 19-20 -2317 0.46 0.54 0.96 1 OH- 6B 20-21 -2589 0.55 0.11 0.65 1 6B- 633 21-22 -2215 0.44 0.35 0.75 1 6H- OR 22-23 -3260 0.65 0.35 0.97 1 SP-3P 23-24 -2475 0,50 0.11 0.59 1 9P- 24-25 -2475 0.50 0.34 0.80 1 -SP 25-26 -1e19 0.36 0.34 0.67 1 SP- 26-27 -1a 19 0.36 0.43 0.76 1 -sP 27-28 -944 0.19 0.43 0.60 1 SP-SP 26_29 -971 0.19 0.42 0.60 1 SP-SP 29-30 -1250 0.24 0.34 0.56 1 SP- 30_31 -986 0.20 0.43 0.61 1 -SP ' 31-32 -504 0.10 0.43 0.54 1 SP-SP m ti h t9 m -i mN �? NCP 32-33 52 0.01 0.28 0.28 1 3P- 1.3_12n (`•V� GO mjmN yHC FORCE A72 8A'D CS2 ID SCRW3 1-3-12 ti [� ti 07 N 'i-�.'-+ -rI .'-1 .l-1 N 4 .�-I M Al R 34-35 0 0.00 0.27 0.27 1 3-1-0 6-0-0 2-0-0 3-8-0 2-0-03-1-0 35-35 41 0.00 0.46 0.50 1 -SP 1 2 315 7 9 10 12 1416 17 ffi0 21 23 2527 836 32 - 36-37 966 0.16 0.47 0.62 1 SP- 46 8 11 13 15 d9 .2214 26 29 3d 33 37-38 966 0.16 0.47 0.62 1 37-39 966 0.15 0.39 D.53 1 -SP 6.00 6.00 -6.06 6.00 39-40 1817 0.29 O.AO 0.67 1 SP- 4 0-41 1817 0.30 0.19 D.a8 1 -sP 6B 6B 41-4z 2472 0.41 D.19 0.59 1 SP- 1-11-8 1-11-8 14 1-8 1-11-8 42-43 2472 0.41 0.27 0.57 1 43-44 3159 0.52 0.39 0.90 1 -3P 2-11-8 2 2- -8 2-11-8 _44-45 2442 0.40 0.39 0.78 1 3P-HP -T�-^� ^I SNIP 45-46 2012 0.33 0.18 0.52 1 SP- TO-5-V+- 46-47 213D 0.35 0.20 0.55 1 47-48 2130 0.35 0.20 0.55 1 4H-49 2019 0.33 0.16 0.49 1 -8P 1-1.0 131 13 B2 2-11 1Q1-0 49-52 2475 0.41 0.32 0.56 1 SP-SP /fit .�q p�r so-sl 3260 0.54 0.36 0.88 1 SP-3P R 107 j®_� i+ RA 7 51-52 2475 0.41 0.32 0.56 1 SP- U 98 I.I:- 52-53 2475 0.41 0.19 0.60 1 -SP 53-54 1819 0.30 0.19 0.49 1 SP- 3R 3R d'1 44 25-10*0 5n 53 .rifsSR RA 54_55 1819 0.20 0.40 0.67 1 -SP - 35 37 39 40 41 4346 4648 4951 52 54 5557 59 55-56 944 0.15 0.39 0.53 1 SP-SP 1-3-12 ti .�. (� m n7 56-57 944 0.16 0.12 0.29 1 9P- N u7 m ' .�-• �3 m ,[}n, p7 cif ,yN,� m _ 57-58 944 0.16 0.43 0.58 1 -SP 1-3�12 q ~ �7 N l` N cn N :-i r�+Ilm .y N N Nltl.y N m m 58-59 35 0.00 0.43 D.43 1 SP-3P 59-60 0 0.00 0.19 0.19 1 Z- Scale:5132"=1' WARNING Read all notes on this sheer and verify all design pararneters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid ivith 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 shown is lateral bracing of Truss members only. My 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 showm 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 @ 21:07: 7 TOTAL 45.00 psf Seqn S8.1.0 - 7001 Job Name: CIUPERGER Truss ID: GT01 Qt : 1 SPACING: 2-0- 0 PLY: 1 WEIGHT: 88.99 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied WEB FORCE CSI ID ScruaS Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-34 -58 0.01 1 1 -498 lb -296 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-35 120 0.02 1 2 -546 lb -296 ib• Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 25-10- 0 3-36 -1625 0.57 1 26-23 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 25-10- 0 4-37 499 0.08 1 TC 1 20TC20 50 This truss is designed using the 6-38 721 0.12 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-39 -1304 0.64 1 SP-SP WEB 1 20TC20 50 ERG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-40 146 0.03 1 20 psf bottom chord live load NOT required 1 1- 3-12 5.50" 1107 -41 Truss Location = Not End Zone 9-41 969 0.16 1 SP-SP on this truss, per IBC/IRC requirements for 2 24- 6- 4 5.50" 1107 35 Exp Category = B 10-42 -584 0.19 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 11-43 867 0.15 1 Mean roof height = 11.56 ft, mph = 160 12-44 -1612 0.58 1 2B-2B Occupancy Category II, Wind Dead Load = 7.20 psf 15-45 1108 0.35 1 sP-so? Designed as Main Wind Force Resisting System 16-46 2e9 0.07 1 - Low-rise and Components and Cladding 17-47 -506 0.34 1 Tributary Area = 44 sqft 18-48 271 0.07 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 19-49 988 0.26 1 SP-9P Dir L.Plf L.Loc R.Plf R.Loc LL/TL 22-50 -1670 0.71 1 215-2B TC Vert 70.00 O- 0- 0 70.00 1-10- 6 0.57 23-51 943 0.20 1 9P-SP TC Vert 35.00 1-10- 6 35.00 8- 1-13 0.57 24-52 -566 0.18 1 TC Vert 70.00 8- 1-13 70.00 17- 8- 3 0.57 25-53 970 0.16 1 sP-sP TC Vert 35.00 17- 8- 3 35.00 23-11-10 0.57 26-54 244 0.03 1 TC Vert 70.00 23-11-10 70.00 25-10- 0 0.57 27-55 -1339 0.66 1 at,-SP BC Vert 20.00 0- 0- 0 20.00 1-10- 6 0.00 28-56 1009 0.17 1 sP-sP BC Vert 10.00 1-10- 6 10.00 8- 1-13 0.00 30-57 -637 0.18 1 BC Vert 20.00 8- 1-13 20.00 17- B- 3 0.00 31-58 1236 0.20 1 SP-SP BC Vert 10.00 17- 8- 3 10.00 23-11-10 0.00 32-59 -1211 0.25 1 SP-SP BC Vert 20.00 23-11-10 20.00 25-10- 0 0.00 33-60 -51 0.01 1 ------------ CRITICAL POINT LOADS ------------------ Type X.Loc Max. Min. BC Vert 2-10- 6 18 -68 BC Vert 3- 1-13 81 -97 BC Vert 5- 1-13 81 -97 BC Vert 7- 1-13 84 -114 BC Vert 18- 8- 3 84 -114 BC Vert 20- 8- 3 81 -97 BC Vert 22- 8- 3 81 -97 BC Vert 22-11-10 18 -68 DEFLECTION LOC. ALLOW. LC Vert TL: -0.41" (L/688) 16-17 L/180 34 Vert LL: -0.20" (L/999) 16-17 L/240 34 Horz TL: 0.08" Cantilever Vert TL: 0.08" (L/190) 34-35 L/ 90 34 Vert LL: 0.06" (L/285) 34-35 L/120 34 ___= Joint Locations =- 1 0- 0- 0 31 24- 4- 2 2 1- 3-12 32 24- 6- 4 3 2- 7-12 33 25-10- 0 4 2- 9-10 34 0- 0- 0 5 3- 1- 0 35 1- 3-12 6 3- 2-15 36 1- 5-14 7 4-11-13 37 2- 9-10 8 5- 1-13 38 3- 2-15 9 5- 3-14 39 3- 5- 0 10 7- 1-13 40 5- 1-13 11 7- 3-10 41 6-11-12 12 8-11-15 42 7- 1-13 13 9- 1- 0 43 9- 8- 3 14 11- 1- 0 44 9-10-10 15 11- 3- 2 45 10- 1- 0 16 11- 5- 6 46 12- 8-11 17 12-11- 0 47 12-11- 0 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL 18 14- 4- 8 48 13- 1- 4 SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL 19 14- 6-14 49 15- 4- 6 20 14- 9- 0 50 15- 6-10 ARNIG Read all notes an this street and verily all design paranteters. WO:Ciuperger TM Truss design on this sheet is only valid with NIMUSS sections and is for an individual building component,not a truss system.Bracing Chk: shci s,n on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing%vhich is part of the building design and NUTRUSS which must be considered by the building designer. Bracing shown is lateral bracing or truss members only Any additional bracing, Dsgnr: EMW temporary and/or permanent,is the responsibility of the truss erector andlor 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 sho%mi 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 Mhen the specified screw count cannot be achieved at flee chord to web connections,et 16 gauge gusset plate must be BC Live 0.00 psf added on both sides ot'the connection.Typically,gusset plates are at pitch break joints." BC Dead 10.00 psf lvrin.screw spacing=9.•'16"and min.edge distance=9'16". Date: 3/15/2017 @ 21:07: 7 TOTAL 45.00 psf 1 Seqn 58.1.0 - 7001 dh 6'sCI RGER Truss ID: GT01 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 88.99 3 18— 6—_ 8 53 18-10— 4 4 18— 8— 3 54 20— 8— 3 5 20— 6—'2 55 22— 5— 1 6 20— 8— 3 56 22— 7— 1 7 20-10— 4 57 23— 0— 5 6 22— 7— 1 58 23— 2— 3 9 22— 9— 0 59 24— 6— 4 0 23— 0— 5 60 25-10— 0 WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Tnrss design on this sheet is only valid with 7QL7TRUSS sections and is for an individual building component.not a truss system.Bing Chk: NUTRU SS shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is pan of the building design and vs which must be considered by the building designer. Bracing shown is lateral bracing of truss members only My additional bracing, Dsgnr: EMW 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 indicares 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 When the speciTed screw count cannot be achieved at fire chord to wcb connections,a 16 gauge gusset plate must be SC Live 0.00 psf added on both sides ol'7he connection.7:3picalln,gusset plates are at pitch break joints." SC Dead 10.00 psf Min.screw spacing==916"and min.edge distance==9'16". Date: 3/15/2017 @ 21:07: 7 TOTAL 45.00 psf Seqn S8.1.0 - 7001 Job Name: CIUPERGER Truss I®: GT02 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 42.37 TO FORCE ntm arro Cal ID sCRws UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-z 22 0.00 0.11 0.11 1 support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 553 0.10 0.10 0.20 1 1 -457 lb -205 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 ass 0.09 0.02 0.10 1 2 -472 lb -205 lb Drainage,must be provided to avoid ponding. TC 12.00" 0- 0- 0 il- S- 0 4-5 422 0.08 0.09 0.16 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 11- B- 0 5-6 417 0:07 0.26 0.33 1 TC 1 20TC20 50 This truss is designed using the 6-7 -674 0.13 0.26 0.38 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -674 0.13 0.10 0.22 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, e-9 750 0.15 0.03 0.17 1 20 psf bottom chord live load NOT required 1 0- 2-12 5.50" 527 8 Truss Location = Not End Zone 9-10 750 0.15 0.03 0.17 1 on this truss, per IBC/IRC requirements for 2 11- 5- 4 5.50" 527 0 Exp Category = B 10-11 695 0.13 0.10 0.22 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 11-12 695 0.13 0.26 0.38 1 Mean roof height = 11,06 ft, mph = 160 12-13 433 0.07 0.26 0.33 1 Occupancy Category II, Wind Dead Load = 7,20 psf 13-14 439 0.08 0.09 0.16 1 Designed as Main Wind Force Resisting System 14-IS 475 0.09 0.01 0.10 1 - Low-rise and Components and Cladding IS-16 575 0,10 0.11 0.20 1 Tributary Area = 17 sgft 16-17 22 0.00 0.11 0.11 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL sc FORCE wv. sRD cal ID scRWS TC Vert 35.00 0- 0- 0 35.00 11- 8- 0 0,57 1e-19 0 0.00 0.07 0.07 1 BC Vert 10.00 0- 0- 0 10.00 11- 8- 0 0.00 19-20 -380 0.06 0.11 0.17 1 ------------ CRITICAL POINT LOADS ------------------ 20-21 -380 0.06 0.12 0.18 1 Type X.Loc Max, Min, 21-22 -380 0.06 0.12 0.18 1 BC Vert 0- 1- 2 78 -5 22-23 674 0.13 0.08 0.20 1 BC Vert 1- 9- 6 18 -68 23-24 674 0.13 0.08 0.20 I BC Vert 2- 0-13 Sl -97 24-25 747 0,14 0.02 0.16 1 BC Vert 4- 0-13 81 -97 25-26 747 0.14 0.02 0.16 1 BC Vert 5-10- 0 81 -97 26-27 674 0,13 0.0E 0.20 1 BC Vert 7- 7- 3 Sl -97 27-28 674 0.13 0.00 0.20 1 cv BC Vert 9- 7- 3 81 -97 28-29 -39fi 0.08 0.11 0.10 1 1-6-15 tQ cp 1.8-13 ^t J 1-7-1 1-7-1 t" �' 1-8-13 m „1-6-14 I BC Vert 9-10-10 18 -68 n SI' -dal (Z 29-30 -39fi o.oE 0.0 o.lE 1 1-6-15 m ^� 4-0-13 m 45-10-0 7-5-1 m 9.4-0 m m �11$-0 BC Vert 11- 7- 3 78 -5 30-31 -396 0.08 0.10 0.17 1 31-32 -396 0.06 0.11 0.17 1 2-0-0 7-8-0 •„32-33 0 0.00 0.07 0.07 1 DEFLECTION 1 2 14 6 7 9 10 12 14 16 17 Vert TL: -0.0411 (L/999) 8 9 ALLOW.80 12 WEB FORCE CS1 ID saurs � 3 5 8 11 13 1 Vert LL: -0.02" (L/999) 8-9 L/240 12 1-18 16 0.00 1 6.01 O -6S 0� Horz TL: 0.01" 2-19 591 0.22 1 3-20 -211 0.06 1 ---- Joint Locations - 5-21 -114 0.04 I 1 0- 0- 0 18 0- 0- 0 6-22 459 0.19 1 2 1- 6-15 19 0- 3- 1 7-23 -230 0.07 1T T 3 1- B-10 20 1- 8-10 E-24 -123 0.06 1 I 4 2- 0- 0 21 2- 1-15 9-25 -47 0.01 1 5 2- 1-15 22 3-10-13 10-26 117 0.04 1 1-11-8 1-11-8 6 2- 4- 0 23 4- 0-13 11-27 -229 0.07 1 T 7 4- 0-13 24 5- 7-14 SHIP 12-29 458 0.20 1 I 8 4- 2-15 25 5-10- 0 13-29 -13.8 0.04 1 1 0-11-8 0-11-8 9 5-10- 0 26 6- 0- 2 15-31 -226 0.07 1 1 1 1 10 7- 5- 1 27 7- 7- 3 16-32 616 0.22 1 11 7- 7- 3 28 7- 9- 3 ,4 17-33 16 0.00 J. 12 9- 4- 0 29 9r 6- 1 13 9- 6- 1 30 9- 6- 4 �1.2� 9-10-10 14 9- B- 0 31 9-11- 5 W:508 1 R:527 17 10_181_ O 33 11- 8-10 11:527 U:-457 19 21 23 11-8-ft211 an 3P U:-472 18 20 22 2426 27 29 31 32 0-3-1 1-5 8 -8-14 u, 1-8-14 II r,1-7-1 �r 0-30-3 1 1-8-10 3-1010 13 7-1- 4 ST17-7 9 6-1 11 8� m iv m i} ® to m in Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-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 verily all design parameters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with NrLTrRUSS 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 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 spatts specified, TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:07: 9 TOTAL 45.00 psf Seqn S8.1.0 - 7002 Job Name: CIUPERGER Truss ID: GT03 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 47.03 n FORCE Axc END Cal TOSCRA'6 UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 58 0.01 0.37 0.37 1 -SP Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 372 0.06 0.37 0.42 1 SP- 1 -852 lb -236 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 3-4 544 O.o9 0.77 0.77 1 2 -816 lb -241 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 12- 4- 0 4-5 1059 0.17 0.08 0.25 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 12- 4- 0 5-6 1017 0.16 0.06 0.21 1 -sP TC 1 20TC20 50 This truss is designed using the 6-7 911 0.15 0.24 D.38 1 SP- BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 899 0.15 0.26 0.40 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 924 0.15 0.26 0.40 1 20 psf bottom chord live load NOT required 1 1- 3-12 5.50" 786 -41 Truss Location = Not End Zone 9-10 924 0.15 0.23 0.37 1 on this truss, per IBC/IRC requirements for 2 il- 0- 4 5.5011 792 0 Exp Category = B 10-11 907 0.15 0.23 0.37 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 11-12 919 0.15 0.23 0.37 1 -aF Mean roof height = 18.56 ft, mph = 160 12-23 1015 0.16 0.05 0.20 1 SP- Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 1061 0.27 0.05 0.23 1 Designed as Main Wind Force Resisting System 14-15 633 0.10 0.78 0.79 1 - Low-rise and Components and Cladding 15-16 406 0.07 0.37 0.43 1 -SP Tributary Area = 30 sqft 16-17 5e 0.00 0.37 0.37 1 SP- ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC FORCE = END cal 10 SORwS TC Vert 70.00 0- 0- 0 70.00 3-10- 7 0.57 18-19 0 0.00 0.28 0.29 1 -SP TC Vert 35.00 3-10- 7 35.00 8- 5- 9 0.57 19-20 41 0.00 0.28 0.28 1 SP- TC Vert 70.00 8- 5- 9 70.00 12- 4- 0 0.57 20-21 402 0.09 0.13 0.20 1 BC Vert 20.00 0- 0- 0 20.00 3-10- 7 0.00 21-22 -739 0.15 0.13 0.27 1 BC Vert 10.00 3-10- 7 10.00 8- 5- 9 0.00 22-23 -738 0.15 0.16 0.30 1 BC Vert 20.00 8- 5- 9 20.00 12- 4- 0 0.00 23-24 -739 0.15 0.16 D.30 1 ------------ CRITICAL POINT LOADS ------------------ 24-25 -764 0.15 0.18 0.32 1 Type X.LOc Max. Min. 25-26 -764 0.15 0.19 0.32 1 BC Vert 4-10- 7 183 -237 26-27 -747 0.15 0.21 0.35 1 1-3-12 ,i 3-1-11 F m [p tP 3-1-10 ,�y}� `.� mBC Vert 5- 1-13 169 -196 27-28 -747 0.15 0.21 0.35 1 -� d'r m N ti uS m T m ry BC Vert 6- 2- 0 169 -196 28-29 -747 0.15 0.08 0.22 1 1-3-12 4-7-12 m u7 4o a m 10-10-0 m =+ BC Vert 7- 2- 3 169 -196 29-30 -747 0.15 0.11 0.24 1 BC Vert 7- 5- 9 183 -237 30-31 -459 0.00 0.11 0.19 1 5-1-0 F 2-2-0 1 5-1-0 31-32 0 0.00 0.28 0.2e 1 -SP 1 2 4 6 8 9 1012 14 15 17 32-33 0 0.00 0.29 0.26 1 SP- 3 5 7 11 13 16 DEFLECTION LOC. ALLOW. LC Vert TL: 0.08" (L/999) 3-4 L/180 3 WEB FORCE CST 10 BMWs 61 00 .6,00 I Vert LL: 0.09" (L/999) 3-4 L/240 3 1-18 -94 0.02 1 Horz TL: 0.041, 2-19 912 0.1.8 1 SP-SP Cantilever 3-20 -639 0.16 1 TL: 0.06" (L/243) 18-19 L/ 90 34 4-21 563 0.42 1 Trt rt LL: 0.05" (L/303) 18-19 L/120 34 5-22 97 0.06 1 7-23 -442 0.29 1 Joint Locations - S-24 iso 0.09 1 1 0- 0- 0 18 0- 0- 0 9-25 253 0.15 1 t 2 1- 3-12 19 1- 3-12 10-26 129 0.06 1 2-11$ 2-118 3 1- •6- 1 20 2- 4- 7 11-27 -453 0.30 1 SHIP 4 4- 7-12 21 2- 6- 8 13-29 110 0.06 1 5 4- 9-10 22 4- 9-18 14-30 478 0.36 1 6 5- 1- 0 23 5- 3- 2 15-31 -632 0.16 1 7 5- 3- 2 24 5-11-12 16-32 932 0.16 1 SP-SP I0-5-0 IO-5-0 8 5- 5- 6 25 6- 2- 0 17-33 54 0.01 1 t 9 6- 2- 0 26 6- 4- 4 10 6-10-10 27 7- 0-14 11 7- 0-14 28 7- 3- 0 12 7- 3- 0 29 7- 6- 8 5-1-13 1-1-0 13 7- 6- 6 30 9- 7- 9 B1B1 B2 B2 14 7- 8- 6 31 9- 9- 8 15 1 11:786 R:792 16 11- 0- 4 33 12- 4- 0 U:-85221 2312�$ 2p U:-816 17 12- 4- 0 18 19 20 22 2426 27 29 30 32 33 1-31-3-12 2-3-2 2-1-1 N 1-3-12 lry 4-9 10 �1J7 r t d1 �h 9-7-9 ry Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP Spacer supplied by NUCONSTEEL Scale:318"=V WARNIIVG 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 Sw TM shou 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 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 thus assembly shot"[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: 3115/2077 @ 21:07: 4 TOTAL 45.00 psf 1 Seqn S8.1.0 - 7003 Job Name: CIUPERGER Truss ID: GT04 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 162.01 TC FORCE NtI. BND CSI ID SCRWS 1-2 33 0.00 0.16 0,16 1 2-3 61 0.01 0.16 0.16 1 -8P 3-4 -1049 0.21 D.13 0.32 1 SP-3P 4-5 -2094 0.42 0.13 0.54 1 SP- 5-6 -1897 0.38 0.10 0.46 1 6-7 -1643 0.32 0.27 0.57 1 7-8 -1453 0.29 0.27 0.54 1 -SP 8-9 -1431 0.29 0.19 0.45 1 Sp- a-1420 0.28 0,26 0.51 1 10-11 -1506 0.30 0.26 0.53 1 - 11-12 -1506 0.30 0.11 0.39 1 12-13 -1338 0.27 0.11 0.37 1 13-a4 -1338 0.27 0.15 0.40 1 14-15 -912 0.IS 0.18 0.35 1 -8P 15-16 -912 0.18 0.29 GAS 1 31, P 16-17 268 0.03 0.49 0.51 1 Sp SP 17-18 268 0.02 0.49 0.73 1 SP-SP 18-29 138 a.01 0.53 0.53 1 SP- 19-20 159 0.00 0.76 0.78 1 -SP 20-21 622 0.10 D.78 0.85 1 SP- 21-22 622 0.10 0.43 0.68 1 -SP 22-23 784 0.13 0.43 0.54 1 SP- 23-24 784 0.13 D'.63 0.63 1 24-25 522 0.07 0.22 0.28 1 25-26 522 0.06 0.20 0.25 1 26-27 374 0.02 0.20 D..21 1 27-28 374 0.02 0.19 0.20 1 28-29 354 0.05 0.43 0.43 1 29-30 354 0.06 0.34 0.39 1 -BP 30-31 302 0.05 0.27 0.44 1 SP- 31-32 302 0.05 0.62 0.65 1 -SP 32-33 411 0.05 0.62 0.67 1 SP- 33-34 394 0.05 0.47 0.52 1 34-35 423 0.05 0.32 0.45 1 -SP 1-2-12 ® '� .A. .1-4't m""� ,1.[rips m ram• �,,,j .JM., 35-36 423 0.05 0.32 0.37 1 9P- 1-2�� 36-37 GIs 0.15 0.19 0.33 1 27- -8 -0- 37-38 sis 0.15 0.10 o.23 1 1 �2 34 56 9 11 13 15 1719 2123 24 2628 293133i5 37 3931 4345 36-40 946 0.16 0.12 0.27 1 I 8 10 12 14 16 18 2022 25 27 3W234 36 38y0 A�446 39-41 960 0.19 0.12 0.36 1 -9P 40-91 960 0.18 0.19 0.36 1 SP- 6.00 -6.00 41-42 1045 0.20 0.20 D.37 1 42-43 -1284 0.26 0.11 0.35 1 T 43-44 -1386 0.28 0.15 0.41 1 44-45 -873 0.17 0.15 0.31 1 -sP 3-5-0 MAZIN 3-5-0 45-46 51 0.00 0.09 0.09 1 SP- I = Pit 1 1SHIP 46-47 30 0.00 0.09 0.09 1 .1 0-5-0 0-5-0 B1 0- 3 0- 3 14-0- 3 B2 B 3I 6-1 1-1-0 W:308 ,,3308 26-8.0 1-1-0 R:100 '2030 74g23 6-e-582 U:-1�4fi2 0 U:-766 -5 3-4-8 4Q� 53 _1,,017"B 48 50 52 545�,58 0 62 6�8387�2 74 76 �7/�'833587 8%1 92 9�66 -2 1` lm Nl l l �l Nl Nl t1N col col rvl t1 Nl l 11 OVER 4 SUPPORTS Scale:3132"=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 DIITI.. 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 sti»ch is part of the building design and Engg Chic: NUTRU which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. My 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: 3/1.5/2017 @ 21:08: 7 TOTAL 45.00 psf I Seqn S8.1.0 - 7004 Jott.NanoeXtURERGER Truss ID: GT04 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 162.01 8-49 0 0.00 0.23 023 1 9-50 49 0.00 0.40 0..51 1 -SP 0-51 627 0.10 0.40 0.49 1 SP- 1-52 62 0.01 0.26 0.26 1 2-99 62 0.01 0.15 0.15 1 , e-53 312 0.05 0.49 0.53 1 -9P 3-54 1799 0.30 0.13 0. 1 1 6B-OB 4-55 1420 0.23 0.12 0.35 1 5-56 2420 0.21 0.10 0.30 1 6-57 1420 0.23 0.13 0.36 1 7-58 1420 0.23 0.13 0.36 1 8-59 1506 0.25 0.09 0.33 1 9-60 1506 0.25 0.10 0.33 1 0-61 1338 0.22 0.08 0.30 1 1-62 1338 0.22 0.10 0.32 1 2-63 913 0.15 0.21 0.35 1 -SP 3-64 913 0.15 0.43 0.57 1 Sp-3P 4-65 253 0.02 0.44 0.53 1 SP-SP 5-66 153 0.02 0.53 0.53 1 SP-9P 6-67 -91 0.02 0.53 0.57 1 OB-4B I 7-10 -422 0.08 0.37 0.45 1 SP-9P 00-6 all 0.02 0.37 0.38 1 aP- 8-69 151 0.02 0.38 0.39 1 -SP 9-70 -622 0.12 0.38 0.49 1 SP- 0-71 -622 0.07 0.35 0.41 1 -SP 1-72 -784 0.16 0.61 0.78 1 SP- 2-73 -784 0.16 0.61 0.75 1 3-74 554 0.10 0.37 0.41 1 4-75 554 0.09 0.12 0.21 1 5-76 457 0.07 0.23 0.30 1 6-77 457 007 0.33 OAD 1 7-78 -354 0..07 0.45 0.51 1 8-79 -354 0.07 0.45 0.54 1 -SP 9-80 -302 0.06 0.28 0.33 1 SP- 0-81 -302 0.06 0.34 0.39 1 1-82 108 0.02 0.34 1.31 1 2-10 89 0.01 0.27 0.27 1 01-8 -159 0.03 0.27 0.25 1 3-84 2753 0.04 0.21 0.25 1 2B-OB 4-85 305 0.05 0,11 0.26 1 -3P 5-86 305 0.04 0.35 0.39 1 SP- 6-07 744 0.12 0.36 0.46 1 7-88 744 0.12 0.08 0.20 1 8-09 870 0.14 0.13 0.27 1 9-90 870 0.15 0.15 0.29 1 0-91 870 0.15 0.16 0.30 1 1-92 1238 0.19 0.16 0.34 1 OB- 4H 2-10 310 0.05 0.35 0.39 1 SP- 03-9 42 0.00 0.06 0.06 1 3-94 -23 0.00 0.13 0.11 1 4-95 569 0.09 0.29 0.37 1 -SP 5-96 35 0.00 0.29 0.34 1 SP- 6-97 0 0.00 0.15 0.15 1 WARNIIVG Read all notes on this sheet and verily all design parameters. WO:Ciuperger USSTM Tmss design on this sheet is only wlid withU N MUSS sections and is for an individual building cumponent,not a tnrss system.Bracing Chk which on this cowing is not erection bracing,wind bracing,pool bracing or similar bracing which is part of the building design and NUTR which must he considered by the building designee Boeing shown is lateral bracing offtruss members only Any additional bracing, Dsgnr: EMW 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 configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate nrust be BC Live 0.00 psf added on both sides o(the connection.TjPically,gusserplates•are at pitch breakjoints." BC Dead 10.00 psf Min.sera,spacing:=9 16"and thin.edge distance=W16". Date: 3/15/2017 @ 21:08: 7 TOTAL 45.00 psf Segn S8.1.0 - 7004 Job Name: CIUPERGER Truss ID: GT04 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 162.01 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied vres nonce csx ID saws Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 3-10 350 0.63 1 1 -582 lb -341 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 1.05-5 219 0.19 1 2 -1116 lb -780 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 39- 3- 8 7-99 543 0.47 1 3 -766 lb -420 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 39- 3- 8 9-19 -529 0.39 1 4 -544 lb -221 lb Drainage must be provided to avoid ponding. Galvanization: G60 3-10 261 0.24 1 -SP Type ID SECTION Fy(ksi) Joints This truss is designed using the 04-3 -623 0.37 1 SP- TC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 2-10 350 0.45 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 02-4 141 0.05 1 WEB 1 20TC20 50 1 1- 2-12 3.50" 1001 -49 Truss Location = Not End Zone 1-48 -59 0.01 1 20 psf bottom chord live load NOT required 2 16- 9- 8 3.50" 2030 0 Exp Category = B 2-49 101 0.02 1 on this truss, per IBC/IRC requirements for 3 26- 8- 0 3.50" 1441 0 Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 3-50 -1379 0.35 1 SP-31? attics with limited storage. 4 38- 0-12 3.50" 742 35 Mean roof height = 15.79 ft, mph = 160 1-99 623 0.14 1 Occupancy Category 11, Wind Dead Load = 7.20 psf 4-10 1245 0.21 1 SP-SP Designed as Main Wind Force Resisting System 6-54 -429 0.19 1 - Low-rise and Components and Cladding 7-55 329 0.08 1 Tributary Area = 105 sqft 9-57 335 0.11 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 0-58 -170 0.11 1 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 1-59 139 0.02 1 TC Vert 70.00 0- 0- 0 70.00 4- 9- 7 0.57 2-60 -297 0.20 1 TC Vert 35.00 4- 9- 7 35.00 17- 0-13 0.57 3-61 507 0.17 1 TC Vert 70.00 17- 0-13 70.00 26- 2-11 0.57 4-62 -740 0.49 1 TC Vert 35.00 26- 2-11 35.00 34- 6- 1 0.57 5-63 910 0.31 1 SP-SP TC Vert 70.00 34- 6- 1 70.00 39- 3- 8 0.57 6-64 -1314 0.97 1 SP-SP BC Vert 20.00 0- 0- 0 20.00 4- 9- 7 0.00 7-65 1586 0.53 1 2B-2s BC Vert 10.00 4- 9- 7 10.00 17- 0-13 0.00 8-66 -1375 0.62 1 SP-SP BC Vert 20.00 17- 0-13 20.00 26- 2-11 0.00 0-99 1218 0.46 1 SP-31? BC Vert 10.00 26- 2-11 10.00 34- 6- 1 0.00 9-10 -939 0.24 1 SP-33? BC Vert 20.00 34- 6- 1 20.00 39- 3- 8 0.00 1-70 682 0.55 1 ------------ CRITICAL POINT LOADS ------------------ 2-71 -1549 0.48 1 2B-23 Type X.Loc Max. Min. 3-72 -88 0.08 1 BC Vert 5- 9- 7 323 -161 4-73 -644 0.96 1 BC Vert 6- 0-13 209 -234 5-74 270 0.04 1 - BC Vert 8- 0-13 209 -234 6-75 -336 o.so 1 BC Vert 10- 0-13 209 -234 7-76 124 0.02 1 BC Vert 12- 0-13 209 -234 e-77 -327 0.49 1 BC Vert 14- 0-13 209 -234 9-78 -191 0.17 1 BC Vert 16- 0-13 209 -234 0-79 -912 0.80 1 SP-SP BC Vert 27- 2-11 209 -234 1-80 -340 0.30 1 BC Vert 29- 2-11 209 -234 1-10 -477 0.13 1 BC Vert 31- 2-11 209 -234 2-10 1035 0.48 1 SP-SP BC Vert 33- 2-11 209 -234 4-94 -575 0.26 1 BC Vert 33- 6- 1 227 -325 5-85 945 0.37 1 SP-SP 6-86 -778 0.52 1 7-87 478 0.19 1 DEFLECTION LOC. ALLOW. LC 8-89 -241 0.15 1 Vert TL: -0.15" (L/999) 59-60 L/180 80 9-89 -425 0.19 1 Vert LL: -0.07" (L/999) 59-60 L/240 80 1-90 -191 0.07 1 Horz TL: 0.11" 2-91 -405 0.19 1 Cantilever Vert TL: 0.08" (L/190) 48-49 L/ 90 80 4-l0 714 0.13 1 Vert LL: 0.05" (L/309) 48-49 L/120 80 4-10 616 0.- 1 5-95 -1054 0.31 1 SP-SP 6-96 -109 0.02 1 7-07 -37 0.01 1 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verily all design parameters. WO:Ciuperger TM Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Chk: shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bmcing which is part of the building design and NUTRUSS which must be considered by the building designer. bracing shown is lateral bracing of truss members only Any additional bracing, Dsgnr: E1G7 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 configuration and spans specified. TC Dead 15.00 psf BUildg Spec: IRC-2015 JJ7ten the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides of the connection.Typically,gasser plates are at pitch break joints•." BC Dead 10.00 psf Min.scroi,spacing=9.76"and min.edge distance=9.16". Date: 3/15/2017 @ 21:08: 7 TOTAL 45.00 psf I Seqn S8.1.0 - 7004 =J=6=h 5� 9U_•PE_ 3GER Truss ID: GT04 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 162.01 3 2— 0—_il 56 6— 0— 0 4 2— 1-15 57 6— 2— 0 5 3— 5— 8 58 7-10-11 6 3— 7— '6 59 8— 0-13 7 5— 8-11 60 9-10-11 8 6— 0— 0 61 10— 0-13 9 6— 2— 0 62 11-10-11 0 6— 4— 3 63 12— 0-13 1 8— 0-13 64 13-10-11 2 8— 2-15 65 14— 0-13 3 10— 0-13 66 14— 6— 9 4 10— 2-15 67 14— 8-12 5 12— 0-13 68 14— 8-12 6 12— 2-15 69 15-11— 1 7 14— 0-13 70 16— 0-13 8 14— 3— 0 71 16— 7— 5 9 14— 8-12 72 16— 9— 8 0 15-10-10 73 16-11— 9 1 16— 0-13 74 20— 1— 0 2 16— 3— 0 75 20— 3— 1 3 16— 9— 8 76 23— 4— 8 4 19-11— 0 77 26— 6— 0 5 20— 1— 0 78 26— 8— 0 6 23— 2— 7 79 26-10— 3 7 23— 4— 8 80 27— 2-11 8 23— 6— 9 81 27— 4— 6 9 26— 8— 0 82 28— B-12 0 27— 0— 8 83 28— 8-12 1 27— 2-11 84 28-10-15 2 27— 4-14 85 29— 2-11 3 28— B-12 86 29— 4-13 4 29— 0— 6 87 31— 2-11 . 5 29— 2-11 88 31— 4-13 6 31— 0— 9 89 33— 1— 8 7 31— 2-11 90 33— 7— 5 8 32-11— 5 91 33— 8-12 9 33— 1— 6 92 36— 0— 0 0 33— 3— 8 93 36— 0— 0 1 33— 7— 5 94 37— 8— 4 2 35-10— 3 95 37-10— 9 3 36— 0— 0 96 38— 0-12 4 36-10— 6 97 39— 3— 8 5 36-11-14 98 3— 5— 8 6 38— 0-12 99 14— 8-12 7 39— 3— 8 ** 14— 8-12 8 0— 0— 0 ** 28— 8-12 9 1— 2-12 ** 36— 0— 0 0 1— 4-15 ** 36— 0— 0 1 1— 7— 3 ** 28— 8-12 2 3— 5— 8 ** 3— 5— 8 3 3— 5— 8 WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Chk: shoswt on this drawing is by not erection bracing,wind bracing,portal bracing or similar bracing which is pats of the building design and which mast be considered the building designer. Bracing sho lateral NUTRUSS wn is lateral bracing of Irws members only Any additional bracing, Dsgnac: EMW 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 configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 When the speclfed screw cormi cannot be achieved at ilia chard to web connections,a 16 gauge gusset plate ntust be BC Live 0.00 psf added on both sides of the connection.TinicallP,gusset places are rrt pitch break faints." BC Dead 10.00 psf Date 3/15/2017 21:08: 7 Min.screw spacing==9/16"runt rain.edge dismuce v=9,116". TOTAL 45.00 psf I Seqn S8.1.0 - 7004 Job Name: CIUPERGER Truss ID: GT05A Qt : 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 174.55 TC FORCE AXL-HND CSI ID SCR/PLY 1-2 -33 0.00 0.10 0.11 1 2-3 63 0.00 0.10 D.10 1 -SP 3-4 -2035 0.20 0,11 0.28 1 11- 4-5 -2779 0.27 0.19 D.44 1 5-6 -2862 0.29 0.26 0.52 1 6-7 -2706 0.27 0.26 0.51 1 7-8 -2553 0.26 0.23 0.46 1 -SP 8-9 -2490 0.25 0.17 0.40 1 SP- 9-10 -2467 0.25 0.38 0.60 1 30-11 -3274 0.33 0.38 0.69 1 11-12 -3274 0.33 0.07 0.39 1 12-13 -3774 0.39 0.11 0.47 1 13-14 -3774 0.38 0.11 0.48 1 2.4-15 _4002 0.40 0.02 0.4z 1 15-16 -4003 0,40 0.04 0.44 1 16-17 -3928 0,39 0.02 0.41 1 17-16 -3928 0.39 0.0 6 0.45 1 18-19 -3565 0,36 0.06 0.41 1 19-20 -3566 0.36 0.10 0.48 1 20-21 -2919 0.29 0.10 0.38 1 21-22 -2919 0.29 D.17 0.44 1 22-23 -1934 0.19 0.17 0.35 1 23-24 -1934 0.19 0.09 0.27 1 24-25 -15e6 0.16 0.30 0.44 1 -SP 25-26 -1593 0.16 0.64 0.78 1 SP-9P 26-27 -396 0.04 0." 0.67 1 SP- 27-28 -396 0.01 0.29 0.46 1 -9P 20-29 0 0.00 0.29 0.29 1 SP- T T T T T T T T HC FORCE AXL HND CSI ID SCR/PLY 1-2-12 �) µ �I t` N�N �I �I �I �I "'I ,I Tm 30-31 0 0.00 0.14 0.14 1 ry N µ®77 m 4J m CJ m t9 to r. 31-32 -57 0.00 0.26 0.35 1 -SP � A N ter th 1 N N N N dl ty 32-33 1457 0.12 0.26 0.37 1 SP- 1-2-12 33-34 -38 0.00 0.19 0.19 1 17-0-8 34-60 67 0.00 0. 0. 1 ---{{{{ 1 2 3 5 9 11 12 14 16 18 20 22 24 2628 60-35 498 0.04 0.37 37 0.42 42 1 -9P 2-PLYS 35-36 2484 0.20 0.11 0.31 1 2H- DH 4 6 8 10 13 15 17 19 21 23 25 2729 36_37 2467 0.20 0.14 0.34 1 REQUIRED 6.00 3739 2467 0.20 0.14 0.34 1 38-39 2467 0.20 0.13 0.33 1 39-41 3274 0.27 0.13 0.39 1 r T T 40-40 3274 0.27 0.13 0.39 1 41-42 3775 0.31 0.22 D.52 1 42-43 3775 0.31 0.05 0.36 1 2-11-8 -8 2-11-8 43-44 4003 0.33 0.04 0.36 1 I 44-45 4003 0.33 0,03 0.36 1 1 T,, �B 2B 1 45-46 3928 0.32 0.06 0.38 1 - O-S-o 46-47 3928 0.32 0.06 0.38 1 5-1-14 47-50 3566 0.24 0.10 0.36 1 7-1-13 qe-49 3566 0.29 0.09 0.38 1 1.1-0 61 21 1 13 B2 49-51 2919 0.24 0.12 0.36 1 R:141 I R•13 4 so-s1 z91e 0.24 o.12 0.36 1 R:1415 ��jj 51-52 1934 0.16 0.20 0.36 1 4-�1�1069 2-2-12 U:1061 52-53 1934 0.16 0.20 0.36 1 32 3M7 4n 43 22-1t"12 47 49 51 53 55 5750 53-54 1586 0.13 0.15 0.27 1 OH- 1H 54-63 259 0.02 0.23 0.24 1 - �30 3133 343638 3941 42 44 46 48 50 52 54 5658 63-55 27 0.00 0.13 0.13 1 1-2-12 3-2-5 uy'rI_v, I_v, `* `t `* �1 m 55-56 103 0.03 0.03 0.11 3 1-2-12 lr 49 til`-' 56-57 396 0.03 0.08 D.66 1 m m In N l` N D7 N N N N N m di f� 57-58 396 0.03 0.65 0.66 1 -SP 56-59 107 0.00 0.65 0.65 1 SF- Scale:3t16"=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 NUTRUSS sections and is for an individual building component,net a truss system.Bracing Dsgn Chk: NUTR �T511 shuwrt 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. M Bracing shouH is lateral bracing of truss members only y additional bracing, Cutting : temporary midlor permanent,is the responsibility ofthe 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 shotmt on this sheet meets the acceptable design criterin 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: 3115/2017 @ 21:08: 3 TOTAL 45.00 psf Seqn S8.1,0 - 7005 r Job Name: CIUPERGER Truss ID: GT05A Qt : 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 174.55 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied - W B rCR= Cal In SCR/PLY Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 35-61 113 0.37 1 1 -1059 lb -575 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 61-5 -209 0.10 1 2 -1061 lb -750 lb Drainage must be provided to avoid ponding. TC 12.00i1 0- 0- 0 22- 1- 8 54-62 11.5.0.33 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.0011 0- O- 0 22- 1- 8 62-25 -1896 D.29 I TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 1-30 -74 0.01 1 BC 1 20TC20 50 Extensions above or below the truss profile 2-31 78 0.01 1 WEB 1 20Tc20 50 (if any) have been designed for loads REACTIONS 3-32 -2296 0.44 1 SP-SP This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 33-60 1559 0.42 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 1- 2-12 3.5011 1415 87 4-61 1048 0.12 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22- 0- 2 2.7511 1374 107 6-36 306 0.03 1 Truss Location = Not End Zone otherwise unsupported wall may create a ----------LOAD CASE #1 DESIGN LOADS ---------------- 7-37 343 0.05 1 Exp Category = B hinge effect that requires additional design Dir L.Plf L.Loc R.Plf R.Loc LL/TL 9-39 so 0.01 1 Bldg Length = 92.85 £t, Bldg Width = 78.33 ftconsideration (by others). TC Vert 70.00 0- 0- 0 70.00 3-10- 6 0.57 10-39 1235 0.22 1 Mean roof height = 11.56 ft, mph = 160 20 psf bottom chord live load NOT required TC Vert 35.00 3-10- 6 35.00 22- 1- 8 0.57 11-40 -242 0.04 1 Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for BC Vert 20.00 0- 0- 0 20.00 3-10- 6 0.00 12-41 -742 0.19 1 Designed as Main Wind Force Resisting System attics with limited storage. BC Vert 10.00 3-10- 6 10.00 22- 1- 8 0.00 13-42 537 0.06 1 - Low-rise and Components and Cladding ------------ CRITICAL POINT LOADS ------------------ 14-43 -342 0.09 1 Tributary Area = 57 sqft Type X.Loc Max. Min. 15-44 129 0.01 1 BC Vert 4-10- 6 204 -219 16-45 -146 0.04 1 BC Vert 5- 1-14 172 -199 17-46 -171 0.03 1 BC Vert 7- 1-13 172 -199 18-47 533 0.12 1 BC Vert 9- 1-13 172 -199 19-48 -483 0.09 1 BC Vert 11- 1-13 172 -199 20-49 953 0.20 1 BC Vert 13- 1-13 172 -199 21-50 -820 0.13 1 BC Vert 15- 1-13 172 -199 22-51 1447 0.30 1 BC Vert 17- 1-13 172 -199 23-52 -1161 D.I8 I BC Vert 19- 1-13 172 -199 24-53 1420 0.19 1 BC Vert 21- 1-13 172 -199 26-62 2332 0.29 1 SF-SP 56-63 378 0.03 1 27-57 -490 0.16 1 DEFLECTION LOC. ALLOW. LC 28-58 -2175 0.75 1 3P-SP Vert TL: -0.2511 (L/999) 45-46 L/180 17 29-59 231 0.06 1 Vert LL: -0.1211 (L/999) 45-46 L/240 17 Horz TL: 0.1211 Cantilever Vert TL: 0.07" (L/197) 30-31 L/ 90 17 Vert LL: 0.0411 (L/342) 30-31 L/120 17 --- Joint Locations r-- 1 0- 0- 0 33 1- 7- 1 2 1- 2-12 34 4- 4- 0 3 2- 8- 9 35 4- 4- 0 4 2- 9-14 36 4- 6- 3 5 4- 4- 0 37 4- 9- 6 6 4- 7- 3 38 5- 2-15 7 4- 9- 6 39 6-11-13 6 5- 1- 0 40 7- 1-13 ' 9 5- 2-15 41 7- 3-14 10 5- 5- 0 42 9- 1-13 11 7- 1-13 43 9- 3-14 12 8-11-12 44 11- 1-13 13 9- 1-13 45 11- 3-14 14 10-11-12 46 13- 1-13 15 11- 1-13 47 13- 3-14 16 12-11-12 48 15- 1-13 17 13- 1-13 49 15- 3-14 18 14-11-12 50 17- 1-13 19 15- 1-13 51 17- 3-14 20 16-11-12 52 19- 1-13 21 17- 1-13 53 19- 4- 1 22 18-11-12 54 19-11-12 23 19- 1-13 55 19-11-12 24 19- 9- 8 56 20-11-15 25 19-11-12 57 21- 1-13 26 20-11-10 58 21-10- 4 Each connection requires 3/81, diameter proprietary bolt supplied by NUCONSTEEL 27 21- 1-13 59 22- 1- 8 SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL 28 21- 4- 1 60 4- 4- 0 29 22- 1- 8 61 4- 4- 0 WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Truss design on this sheet is only valid with A'UTRUSS sections and is for an individual building component,not a truss system.Bracing Chk: NUTR U S S show7i on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing much is part of the building design and Dsgnr: EMW which must be considered by the building designer. Bracing show7i is lateral bracing of truss members only Any additional bracing, temporary mid/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 shomni 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 Mhen the specified screw count cearnot be achieved at the chord to web connections,a 16 gauge gussel plate must be BC Live 0.00 psf added our both sides of the connection.Tjpically,g usset plates are at pitch break joints." BC Dead 10.00 psf Agin.screu,spacing=9'16"and ruin.edge dislance=9.16". Date: 3/15/2017 @ 21:08, 3 TOTAL 45.00 psf Seqn S8.1.0 - 7005 ift_ ff6`6CIOPERGER Truss I®: GT05A Qt : 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 174.55 31 2 1— 4—_14 WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger Tntss design on this sheet is only valid with NUI'RliSS sections and is for an individual building component,not a tntss system.Bracing 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 NUTRUwhich must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Dsgnr t EMW temporary azWor 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 indicatesonly that the truss assembly shoshronthis sheet meets the acceptable design criteria for the loads,loadingeondition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 When ilia specified screw count cannot be achieved at the chord to weh connection,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides of rlte connection.T)y)icaQv,grasser plates are at pitch break joints." BC Dead 10.00 psf Date 3/15/2017 Min.screw spacing=9,16"and m 9,in.edge distance= ,16". @ 21:08: 3 TOTAL 45.00 psf Seqn S8.1.0 - 7005 f f e Job Name: CIUPERGER Truss ID: GT05B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 141.43 TC FORCE NGL END CSI ID -SCRWS 1-2 0 0.00 0.34 0.34 1 -8P 2-3 -207 0.04 0.34 0.44 1 Sp- 3-4 -207 0.04 0.39 0.43' 1 4-5 -500 0.10 0.39 0.48 1 5-6 -500 0.10 0.14 0.24 1 6-7 -584 0.12 0.04 0.15 1 7-8 -584 0.12 0.05 0.16 1 e-9 -484 0.10 0,08 0.17 1 9-10 -484 0.04 0.18 0.27 1 10-11 479 0.03 0.1a 0.21 1 t 11-12 479 0.03 0.29 0.42 1 -SP 12-13 839 0.13 0.36 0.48 1 SP-SP 13-14 839 0.13 0.36 0.53 1 SP_SP 14-IS 1395 0.23 0.45 0.62 1 SP-SP 15-16 1359 0.22 0.40 0.67 1 at, -9P , 16-17 461 0.08 0.40 0.47 1 SP-6P 17-18 461 0.08 0.40 0.64 1 9P-SP 18-29 -534 0.11 0.32 0.42 1 SP-OP 19-20 -534 0.07 0.31 0.49 1 SP-SP 20-21 _1124 0.22 0.23 0.44 1 SP- 21_22 _1124 0.22 0.22 0.42 1 22_23 -1533 0.31 0.16 0.45 1 23-24 -1533 0.31 0.14 0.42 1 24_25 -1756 0.35 0.09 0.43 1 25-26 -1756 0.35 0.05 0.39 1 26-27 -1794 0.3fi 0.06 0,41 1 27-28 -1794 0,36 0.07 0.42 1 ` 28-29 -1654 0.33 0.10 0.42 1 29_30 _I 654 0.33 0.19 0.49 1 30-31 -1277 0.26 0.29 0.52 1 31-32 -1277 0.26 0.31 0.54 1 32-33 -1263 0.25 0.31 0.59 1 -Sr 0-10-5-5 .t.�. N 07® Qt i_zi�; m m m N m N m N m N m Nm ® h�mim; .� r1rn� 33-34 -1411 0.28 0.22 0.47 1 SP- N .�N On N -i-i N .�-�N t1 N h N IV N N N � N i�34-35 -1382 0.28 0.22 0.47 1 0- 0-5 35_36 -2189 0.24 D.69 0.91 1 -SP '19 - 4- -1 35-37 -555 0.11 0.69 0,79 1 sP- 1 2 4 5 7 9 11 13 15 17 19 21 23 25 27 29 3133 35 37-30 -396 0.08 0.29 0,36 1 -SP 38-39 139 0.02 0.29 0.30 1 sP- 3 6 8 10 12 14 16 18 20 22 24 26 28 30 32_34 39 6.00 BC FORCE AXL HND CSI ID SCRNS 40-41 65 0.00 0.61 0.61 1 -SP 41-42 207 0.03 0.61 0.63 1 SP_ T T 42-13 207 0,03 0,12 0,15 1 43-44 500 0.08 0.14 0.22 1 2-11-8 2-11-8 44-45 500 0.00 0.14 0.22 1 1 IO-11 SHIP 45-46 584 0.10 0.06 0.15 i 46-47 584 0.10 0.04 0.13 1 47-40 484 0.03 0.10 0.15 1 as-a9 4aa o.00 0.10 o.le 1 B1 3-0-6 7-0-5 1 -11.9 B2 [j 5 19-0-5 23-0-5 27-0-5 31-0-5 B3 49-50 -479 0.04 0.20 0.30 1 w.212 - �f w:5�8 50-51 -479 0.04 0.26 0.29 1 -sP R:637 :1219 51-52 -039 0.15 0.26 0.43 1 SP-SP U:-493 U• 36 U:-1086 52-53 -839 0.15 0.25 0.39 1 SP-SP qA- -6 48 53-54 -1395 0.29 0.22 0.48 1 SP-9P 54-55 -1359 0.27 0.31 0.55 1 SP-SP 40 42 43 45 47 49 51 53 55 57 59 61 63 65 67 6971 73 S 55-56 -461 0.09 D.54 0.76 1 SP-SP 0� -� m m-+ dnm dD^� tnm to m m 47m m Y1m 47m 47m m m u7 iti m rn � 56-57 -461 0.09 0.54 0.62 1 SP-3P 0-3-4 4' ' yy'tQ T c� m A d-, �J. �1, t� 57-58 534 0.06 0.40 0.60 1 SP-SP mttl N �('�I N :-1 N .1- N N r�J' N i�N t17 N N f�l tV.-1 m (Zl fit 58-59 534 0.09 0.29 0.37 1 Sp -SP 59_60 1124 0.16 0.27 0.44 1 SP- 60-61 1124 0.19 0.24 0.42 1 61-62 1533 0.25 0.18 0.43 1 62-63 1533 0.25 0.16 DAI 1 63-64 1756 0.29 0.10 0.39 1 64-65 1756 0.29 0.09 0.37 1 65-66 1794 0.30 0.04 0.33 1 OVER 3 SUPPORTS 66-67 1794 0.30 0.04 0.33 1 Scale:1t8"=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 NTMUSS sections and is for an individual building component•nut a truss system.Bracing Dsgn Chk: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is par of the buildlirtg 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 andor 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 sho%mionthis 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 @ 21:08: 8 TOTAL 45.00 psf Segn S8.1.0 - 7006 Job Name: CIUPERGER Truss ID: GT05B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 141.43 67-68 1654 0.27 0.13 0.40 1 UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 68-69 1654 0.27 0,38 0.64 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 69-70 1277 0.21 0.39 0.57 1 1 -493 lb -281 lb Loaded for 10 PSF non-concurrent BCLL. max o.c.. from to 70-71 1277 0.21 0.32 0.53 1 2 -2362 lb -1458 lb Mark all interior bearing locations. TC 12.001' 0- 0- 0 33- 7- 2 71-72 1247 0.21 0.37 0.57 1 3 -1086 lb -650 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 33- 6- 4 72-73 1115 0.18 0.37 0.54 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 73-74 1115 0.18 0.14 0.32 1 -sP TC 1 20TC20 50 End verticals are designed for axial loads 74-75 -69 0.01 0.55 0.55 1 sP- BC 1 20TC20 50 only unless noted otherwise. REACTIONS 75-76 -69 0.01 0.53 0.53 1 -sP WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 76-77 0 0.00 0.24 0.24 1 9P- This truss is designed using the (if any) have been designed for loads 1 0- 1- 6 2.75" 637 -65 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 12-11- 8 3.50" 2675 0 WEE FORCE Cal ID scaws Bldg Enclosed = Yes, the end of the extensions have not been 3 33- 3- 8 5.50" 1219 -41 1-40 118 0.06 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an ----------LOAD CASE #1 DESIGN LOADS ---------------- 2-41 -1004 0.69 1 9P-SP Exp Category = B otherwise unsupported wall may create a Dir L.Plf L.Loc R.Plf R.Loc LL/TL 3-42 382 0.23 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design TC Vert 35.00 0- 0- 9 35.00 33- 6- 4 0.57 4-43 585 0.33 1 Mean roof height = 11.56 ft, mph = 160 consideration (by others). BC Vert 10.00 0- 0- 9 10.00 33- 6- 4 0.00 5-44 -319 0.21 1 Occupancy Category II, Wind Dead Load = 7.20 psYO psf bottom chord live load NOT required ------------ CRITICAL POINT LOADS ------------------ 6-4s -174 0.15 1 Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for Type X.Loc Max. Min. 7-46 257 0.15 1 - Low-rise and Components and Cladding attics with limited storage. BC Vert 1- 0- 9 169 -196 8-47 -371 0.32 1 Tributary Area = 88 sqft BC Vert 3- 0- 6 169 -196 9-49 532 0.33 1 BC Vert 5- 0- 6 169 -196 10-49 -729 0.63 1 BC Vert 7- 0- 5 169 -196 11-50 859 0.52 1 BC Vert 9- 0- 5 169 -196 12-51 -1137 0.99 1 SP-9P BC Vert 11- 0- 5 169 -196 13-52 1157 0.70 1 9P-31? BC Vert 13- 0- 5 169 -196 14-53 -1252 0.38 1 SP-91? BC Vert 15- 0- 5 169 -196 15-54 -1491 0.99 1 SP-SP BC Vert 17- 0- 5 169 -196 16-55 1779 0.48 1 213-2B BC Vert 19- 0- 5 169 -196 17-56 -1501 1.00 1 SP-9P BC Vert 21- 0- 5 169 -196 18-57 1626 0.44 1 213-221 BC Vert 23- 0- 5 169 -196 19-58 -1147 0.76 1 9P-51? BC Vert 25- 0- 5 169 -196 20-59 1210 0.93 1 SP-SP BC Vert 27- 0- 5 169 -196 21-60 -934 0.55 1 BC Vert 29- 0- 5 169 -196 Y.22-61 854 0.66 1 BC Vert 31- 0- 5 169 -196 23-62 -518 0.34 1 BC Vert 33- 0- 5 169 -196 '24-63 485 0.38 1 25-64 -198 0.13 1 26-65 217 0.10 1 DEFLECTION LOC. ALLOW. LC 27-66 140 0.07 1 Vert TL: -0.18" (L/999) 26-27 L/180 15 Vert LL: -0.09" (L/999) 26-27 L/240 15 29-67 -277 0.24 1 Horz TL: 0.04" 29-68 521 0.29 1 , 30-69 -747 0.65 1 -- Joint Locations - 31-70 56 0.02 1 1 0- 0- 0 40 0- 0- 0 32-71 622 0.38 1 2 0-10- 5 41 0- 3- 4 34-72 234 0.09 1 3 1- 0- 9 42 1- 0- 9 35-73 -497 0.18 1 4 1- 2-12 43 2-10- 3 36-74 1271 0.40 1 9P-81? 37-75 -363 0.08 1 5 3- 0- 6 44 3- 0- 6 6 3- 2- 9 45 4-10- 3 38-76 -1089 0.23 1 SP-91? 7 5- 0- 6 46 5- 0- 6 39-77 300 0.05 1 8 5- 2- 9 47 6-10- 2 9 7- 0- 5 48 7- 0- 5 10 7- 2- 8 49 8-10- 2 11 9- 0- 5 50 9- 0- 5 12 9- 2- 8 51 10-10- 2 13 11- 0- 5 52 11- 0- 5 14 11- 2- 8 53 12-10- 2 15 13- 0- 5 54 13- 0- 5 16 13- 2- 8 55 14-10- 2 17 Is- 0- 5 56 15- 0- 5 18 15- 2- 8 57 16-10- 2 19 17- 0- 5 58 17- 0- 5 20 17- 2- 8 59 18-10- 2 21 19- 0- 5 60 19- 0- 5 22 19- 2- 8 61 20-10- 2 23 21- 0- 5 62 21- 0- 5 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL 24 21- 2- 8 63 22-10- 2 SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL 25 23- 0- 5 64 23- 0- 5 26 23- 2- 8 65 24-10- 2 WARNING Read all notes on this sheet and verify all design paraineters. WO:Ciuperger TM Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Chk: shosvin an this considered de is not erection bracing,wind Bracing bracing,portal bracing or similarof truss which is part of the building design and NUTRUSS which must be cansidered by the building designer. Bracing shown is lateral bracing of lrtics members only. My additional bracing, Dsgnr: EMW 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. )V1ren the specified screw count cannot be achieved at the Chord to web connections,a 16 gauge gusset plate/nest be BC Live 0.00 psf added on both sides q(rhe connection.Tipically,lvcssei plates arc ar pirclr break joints." BC Dead 10.00 psf Date 3/7 5l201,7 @ 21:08: 8 Min.screw spacing=9/16"and min.edge distance=.116". TOTAL 45.00 psf Seqn S8.1.0 - 7006 dit _ b��1 1 GER Truss ID: GT05B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 141.43 9 27— 0— 5 68 27— 0— 5 0 27— 2— 8 69 28-10— 2 1 29— 0— 5 70 29— 0— 5 2 29- 4— 2 71 29— 2- 8 3 29— 6— 3 72 29— 4-10 4 30— 9-15 73 31— 0— 5 5 31— 0— 5 74 31— 2— 1 6 32-10— 4 75 33— 0— 5 7 33— 0— 5 76 33— 3— 0 8 33— 2— 7 77 33— 6— 4 9 33— 6— 4 WARNING Read all notes on this sheet and verify czl(design parameters. WO:Ciuperger TM Tntss design on this sheet is only valid LTR voit NUSS sections and is for an individual building component,not a truss system.Bracing Chk: sh on this cowing is not erection bracing,wind bracing,shoal bracing or similar bracing s mb is pare of the building design and NUTRv\ whichich most be considered by the building desi�,mec Brining shown is lateral booting of truss members only Any additional bracing, Dsgns: EMW 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 configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 When the specified screw taint cannot be achieved at the chord to web connections,et 16 gartge gusset plate mast be BC Live 0.00 psf added on both sides ofthe connection.Tipically,giaset plates are at pitch break joints." BC Dead 10.00 psf Alin.screw spacing=9,76"onl min.edge distance=9,il ti". Date: 3/15/2017 @ 21:08: 8 TOTAL 45.00 psf Seqn S8.1.0 - 7006 Job Name: CIUPERGER Truss ID: GT06A Qt 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 231.21 TC FORCE NSL END COI ID SCR/PLY 1-2 40 0.00 0.07 0.07 1 2-3 210 0.02 0.09 0.09 1 3-4 454 0.02 0.09 0.1.1 1 4-5 471 0.03 0.06 O.a9 1 5-6 397 0.03 0.06 0.09 1 6-7 388 0.03 0.27 0.29 1 7-e 933 0.08 0.27 0.34 1 8-9 933 0.08 0,17 0,24 1 9-10 3102 0.00 D.10 0.19 1 10-11 1102 0.09 0.25 0.33 1 11-12 899 0.06 0.30 0.37 1 12-13 899 0.06 0.50 0.55 1 -SP 13-14 -155a 0.16 0.50 0.64 1 SP- 14-15 -1578 0.16 D.17 0.31 1 15-16 -2067 0.21 0.21 0.40 1 16-17 -2067 0.21 0.21 0.40 1 17-18 -2948 0.29 0.12 0.39 1 18-19 -2948 0.29 0.09 0.37 1 19-20 -3501 0.35 0.07 0.41 1 20-21 -3501 0.35 0.07 0,42 1 21-22 -3775 0.38 0.04 0.41 1 22-23 -3775 0.38 0.05 0.42 1 23-24 -3758 0.38 0.01 0.35 1 24-25 -3758 0.38 0.06 0.43 1 2 5-2 6 -3457 a 35 0.05 0.39 1 26-27 -3457 0.35 0.05 0.39 1 27-2a -2863 0.29 0.12 0.39 1 28-29 -2863 0.29 0.28 0.55 1 29-30 -1961 0.20 0.28 0.46 1 30-33 -1961 0.14 0.64 0.4 776 1 �� 31-32 -1401 0.14 0.29 0.42 1 1-11-3 � 32-33 -1302 O.a4 0.64 0.76 1 -SP 33-34 -d76 0.05 0.64 0.68 1 Sp- 1-1 1-3 ® N (h V: m aJ N N N N N N N N t9 m 34-35 -476 0.05 0.28 0.43 1 -sP -�-}-} 35-36 0 0.00 0.28 0.2a 1 SP- --f 5-1-9 i _ 23-2-� 2-PLYS 1 2 4 6 8 10 1214 16 17 19 21 23 25 27 2931 3335 Bc FORCE R]C. END CS1 ID SCR/PLY 5 7 9 1113 15 18 20 22 24 26 28 30 32 3436 37-3a 0 0.00 0.02 0.02 1 REQUIRED 6.00 30-39 -155 0.02 0.42 0.43 1 39-40 -388 0.00 0.11 0.11 1 40-41 -388 0.04 0.15 0.19 1 41-42 -389 0.04 0.16 0.19 1 42-43 -933 0.09 0.16 0.24 1 43-44 -933 0.09 0.18 0.26 1 2-11-8 44-45 -1102 0.11 0.41 0.55 1 45-46 -1102 0.11 0.46 0.55 1 IO-5-0 *B 46 46-47 -899 0.05 0.18 0.22 1 47-49 -899 0.09 0.22 0.30 1 48-49 98 0.00 0.22 0.22 1 B1 - - - - - - - - - - - - - - - - 3 B2 49-75 190 0.01 0.12 0.12 1 7-9.45-1-14 2277__11 11�3 w:112 75-51 1579 0.13 0.30 0.42 1 -SF :2411 R•1322 50-51 1579 0.13 0.30 0.42 1 2B-OS 51-52 2068 0.17 0.30 0.46 1 -2195 U:-1014 52-53 2068 0.17 0.12 0.29 1 i 102 2-1 2 53-59 2948 0.29 0.12 0.36 1 M 40 44 45 47 44514't 28KS-8 F7 jr 94 n 61 84 65 67R9793 54-55 2948 0.24 0.08 0.32 1 37 3941 42 4446 48 5052 54 56 58 60 62 64 66 6870 72 55-56 3502 0.29 0.08 0.37 1 0-2-13 4-4-15 56-57 3502 0.29 0.05 0.34 1 •� r7 rn t m m ry '� .�57-58 3775 0.310.06 0.36 1 0-2-13 4-7-12 n N I a oa rb �' J7 `, m .'-� °' "" ,SB-59 3775 0.31 0.02 0.33 1 1 lml `-� N ,-I ry N rV z r N 59-60 3758 0.31 0.06 0.36 1 60-61 3758 0.31 0.05 0.36 1 61-62 3457 0.29 0.08 0.36 1 62-63 3457 0.29 0.07 0.36 1 63-64 2863 0.24 0,16 0.39 1 64-65 2863 0.24 0.16 0.39 1 65-66 1962 0.16 0.08 0.24 3 Scale:5l32'_ WARNING Read all notes on this sheet and verify all design param D sg hk: eters. D w0:Ciuperger TTn.,design on this sheet is only valid with N[i i'RU81 sections and is for an individual building component,not a truss system.Bracing gn C hk: STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing whichCutting 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, 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 @ 21:08: 4 TOTAL 45.00 psf Seqn S8.1,0 - 7007 Job Name: CIUPERGER Truss ID: GT06A Qt : 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 231.21 66-67 1961 0.16 0.34 0.49 1 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF - This design based on chord bracing applied 67-68 1401 0.12 0.34 0.44 1 os-2s Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 68-77 371 0.03 0.21 0.24 1 Sr- 1 -2195 lb -948 lb Loaded for 10 PSF non-concurrent BCLL. max o.C. from to 77-69 -74 0.01 0.10 0.11 1 2 -1014 lb -448 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 28- 3- 8 69-70 78 0.01 0.09 0.09 1 Type ID SECTION Fy(ksi) Joints End verticals are desig ned for axial loads BC 12.0011 O_ - 0 28- - 8 70-71 476 0.04 0.09 0.13 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 71-72 476 0.04 0.61 0.63 1 -SP BC 1 20TC20 50 Extensions above or below the truss profile 72-73 0 0.00 0.61 0.61 1 SP- WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ WEB FORCE cal ID SCR/PLY ASCE7-10 Wind Specification the end of the extensions have not been 1 8- 0- 0 5.50" 2411 141 50-74 1561 0.34 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 28- 2-10 1.75" 1322 0 74-14 -439 0.13 1 Truss Location = Not End Zone otherwise unsupported wall may create a ----------LOAD CASE #1 DESIGN LOADS ---------------- 68-76 1575 0.24 1 -sP Exp Category = B hinge effect that requires additional design Dir L.Plf L.Loc R.Plf R.Loc LL/TL 76-32 -489 0.12 1 SP- Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). -TC Vert 70.00 0- 0- 0 70.00 3-10- 7 0.57 1-37 -46 0.00 1 Mean roof height = 11.56 ft, mph = 160 20 psf bottom chord live load NOT required TC Vert 35.00 3-10- 7 35.00 28- 1-13 0.57 2-39 189 0.02 1 Occupancy Category II, Wind Dead Load = 7.20 pefl this truss, per IBC/IRC requirements for TC Vert 70.00 28- 1-13 70.00 28- 3- 8 0.57 3-39 -276 0.10 1 Designed as Main Wind Force Resisting System attics with limited storage. BC Vert 20.00 0- 0- 0 20.00 3-10- 7 0.00 4-40 -160 0.05 1 - Low-rise and Components and Cladding BC Vert 10.00 3-10- 7 10.00 28- 1-13 0.00 6-41 -565 0.19 1 Tributary Area = 72 sqft BC Vert 20.00 28- 1-13 20.00 28- 3- 8 0.00 7-42-1117 0.48 1 ------------ CRITICAL•POINT LOADS ------------------ 8-43 1082 0.31 1 Type X.Loc Max. Min. 9-44 -1007 0.34 1 BC Vert 4-10- 7 204 -219 10-45 207 0.04 1 BC Vert 5- 1-14 172 -199 11-46-1644 0.59 1 BC Vert 7- 1-13 172 -199 12-47 904 0.21 1 BC Vert 9- 1-13 169 -196 13-74 2222 0.18 1 SP-SP BC Vert 11- 1-13 169 -196 48-75-1408 0.16 1 BC Vert 13- 1-13 169 -196 15-51 -1763 0.30 1 BC Vert 15- 1-13 169 -196 16-52 1673 0.23 1 BC Vert 17- 1-13 169 -196 17-53 -1595 0.41 1 BC Vert 19- 1-13 169 -196 18-54 1029 0.14 1 BC Vert 21- 1-13 169 -196 19-55 -1103 0.29 1 BC Vert 23- 1-13 169 -196 .20-56 721 0.10 1 BC Vert 25- 1-13 169 -196 21-57 -694 0.18 1 BC Vert 27- 1-13 169 -196 22-58 412 0.06 1 23-59 -268 0.07 1 24-60 153 0.02 1 DEFLECTION LOC. ALLOW. LC 25-61 443 0.04 1 Vert TL: -0.23" (L/999) 22-23 L/180 17 26-62 -404 0.06 1 Vert LL: -0.14" (L/999) 22-23 L/240 17 27-63 873 0.14 1 HOr'z TL: 0.12" 28-64 -825 0.13 1 Cantilever 29-65 1327 0.24 1 Vert TL: 0.24" (L/398) 37-38 L/ 90 17 30-66 370 0.05 1 Vert LL: 0.21" (L/466) 37-38 L/120 17 31-67 -1533 0.26 1 33-76 2254 0.27 1 SP-SP 70-77 596 0.05 1 34-71 274 0.09 1 35-72 -2006 0.70 1 SP-SP 36-73 173 0.05 1 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each and of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verify all design parameters. WO:Cluperger TM Truss design on this shget is only valid with NLTRTJSS sections and is for an individual building component,not a truss system.Bracing Chk: shown on this droving is not the bull bracing,wind bracing,shoal bracing or similar b'trun9.wehich is pan of the building design and NUTRUSS which must be considered by the building designer. 8rrrcing shown is lateral bracing of truss members only Any additional bracing, Dsgnr; EMW 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 configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 117ten the,cpecifted screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on boll)sides of the connection.Tjpically.gusset plates are at pitch break jaints." BC Dead 10.00 psf Min.screu,spacing=9,76"and min.edge distance=2116'. Date: 3/15/2017 @ 21:08: 4 TOTAL 45.00 psf I Seqn S8.1.0 - 7007 WWhW.4 UPER.GER Truss ID: GT06A Qt : 2 SPACING: 2- 0- 0 PLY: 2 'WEIGHT: 231.21 3 2- 0- 0 42 • 6-11-10 4 4- 9- 3 43 7- 1-13 5 5- 1- 0 44 7- 9-12 6 5- 2-11 45 8- 0- 0 7 5- 4-15 46 8- 2- 4 8 7- 1-13 47 9- 1-13 9 7- 4- 1 48 9- 4- 5 0 8- 0- 0 49 10- 1-12 1 a-11-'9 50 10- 1-12 2 9- 1-13 51 10- 4- 0 3 9- 3-15 52 il- 1-13 4 10- 1-12 53 11- 3-14 5 10-11- 9 54 13- 1-13 6 11- 1-13 55 13- 3-14 7 12-11-12 56 15- 1-13 8 13- 1-13 57 15- 3-14 9 14-11-12 58 17- 1-13 0 15- 1-13 59 17- 3-14 1 16-11-12 60 19- 1-13 2 17- 1-13 61 19- 3-14 3 18-11-12 62 21- 1-13 4 19- 1-13 63 21- 3-14 5 20-11-12 64 23- 1-13 6 21- 1-13 65 23- 3-14 7 22-11-12 66 25- 1-13 8 23- 1-13 67 26- 0- 8 9 24-11-12 68 26- 2-12 0 25- 1-13 69 26- 2-12 1 25- 4- 1 70 26-11-12 2 26- 2-12 71 27- 1-13 - 3 26-11- 9 72 28- 0- 4 4 27- 1-13 73 28- 3- 8 5 27- 4- 1 74 10- 1-12 6 28- 3- 8 75 10- 1-12 7 0- 0- 0 76 26- 2-12 `38 0- 2-13 77 26- 2-12 9 4- 7-12 WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Truss design on this sheet is only valid with NIMUSS sections and is for an individual building component,not a truss system.Bracing Chk: ve shor on this drawing is not erection bracing,wind bracing, e portal b tr or similar bracing which is part of the building design and NUTRUSS which most be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Dsgnr: FS1W 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 shotutt on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spars specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 When the spectfted scrciv couni cannot be achieved at the chord to web connections,a 16 gauge g asset p/ate must be BC Live 0.00 psf added on both sides of the connection.TiyicallA gusset plates are at pitch break joints." BC Dead 10.00 psf Min.screw spacing=9•76"rend min.edge distance_9116". Date: 3/15/2017 @ 21:08: 4 TOTAL 45.00 psf Segn S8.1.0 - 7007 Job Name: CIUPERGER Truss I®: GT06B Qt : 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 197.44 TC FORCE AXL BND CSI ID SCR/PLY 1-2 0 0.00 0.42 0.42 1 -a? 2-3 -377 1:11 0.42 1.11 1 81- 3-4 -377 0.04 0.57 0.60 1 -SP 4-5 -1339 0.13 0.57 0.69 1 Sp- 5-6 -1338 0,-13 0.25 0.37 1 6-7 -2020 0.20 0.11 0.30 1 7-8 -2020 0.20 0.12 0.31 1 e-9 -2525 0.25 0.12 0.36 1 9-10 -2525 0.25 0.09 0.33 1 10-11 -2847 0.29 0.07 0.34 1 11-12 -2647 0.28 0.05 0.32 1 12-13 -2982 0.30 0.04 0.33 1' 13-14 -2982 0.30 0.01 0.31 1 14-15 -2934 0.29 0,02 0.31 1 15-16 -2934 0.29 0.05 D.34 1 16-17 -2699 0.27 0.07 0.33 1 17-18 -2699 0.27 0.10 D.35 1 18-19 -2281 0,23 0.10 0.31 1 19-20 -2281 0.23 0.10 0.31 1 20-21 -1674 0.17 0.19 0.34 1 21-22 -1674 0.17 0.37 0.52 1 22-23 -870 0.09 0.37 0.45 1 23-24 -870 0.09 0.33 0.41 1 24-2S 0 0.00 0.35 0.35 1 SC FORCE A Em4 CSI ID SCR/PLY 26-27 0 0.00 0.75 0.75 1 SP-SP 27-28 377 0.03 0.75 D.76 1 SP- 28-29 377 0.03 0.20 0.23 1 -eP 29-30 1338 0.11 0.22 0.36 1 SP- m Ln rn rrl rn h-T .Nry30--1 1339 0.11 0.22 0.32 1 '-' mm mmj �-� m mm mrn m .a�r31-32 2020 0.17 0.16 0.32 10-$ Ir � NN N .�i N N N f� .'-� LV 32-33 2020 0.17 0.13 0.29 1 0-875 " �' '-' _ 33-34 2525 0.23 0.11 0.32 1 34-35 2525 0.23 0.11 0.32 1 1 2 4 5 7 9 11 13 15 16 18 20 2224 25 35-37 2847 0.26 0.07 D.31 1 2-PLYS 3 6 8 10 12 14 17 19 21 23 36-37 2847 0.26 0.07 0.32 1 37-38 2982 0.27 0.02 0.29 1 REQUIRED 38-39 2982 0.27 0,05 0.31 1 39-40 2934 0.26 0.05 0.31 1 NZ 40-41 2934 0.26 0.05 0.31 1 T 41-42 2699 0.24 0.09 0.33 1 42-43 2699 0.24 0.09 0.32 1 43-44 2281 0.20 0.11 0.30 1 2-11-8 2 -8 2-11-8 44-45 2281 0.19 0.14 0.33 1 45-46 1674 0.14 0.21 0.34 1 46-47 1674 0.14 0.21 0.34 1 47-48 870 0.07 0.15 0.22 1 48-49 870 0.00 0.05 0.12 1 49-50 0 0.00 0.05 D.05 1 B1 B2 ?2 1n WEB FORCE CSI ID SCR/PLY R:1479 � UA 44 1-afi 389 o.1z 1 sP- U:1347 U:-1441 rF 2-27 -2510 0,85 1 SP-SP - 3-28 658 0.21 1 22- 12 4-29 1918 0,7s 1 SP-SP 26 28 29 31 33 • 35 37 3941 42 44 46 48 4 6-3x 1351 0.53 1 0-34 --i�7 m '� m m m m m m m m m m m m m ti 7-32 -925 0.31 1 -3-4 �1� l� L �l� l� 8-33 1002 0.39 1 m N fSr 9-34 -656 0.22 1 10-35 639 0.25 1 11-36 -334 0.11 1 12-37 267 0.10 1 13-38 37 0.01 1 14-39 -94 0.04 1 15-40 -84 0.03 1 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 NTMUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: ■ ■ A TIVI 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: •■�/■® 1v� which must be considered by the building designer. Bracing shown is lateral bracing of truss members only My 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 @ 21:08: 7 TOTAL 45.00 psf Seqn S8.1.0 - 7008 Job Name: CIUPERGER Truss ID: GT06B Qt : 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 197.44 16-41 466 0.18 1 UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 17-42 -514 0.17 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1e-43 629 0.32 1 1 -1347 lb -805 lb Loaded for 10 PSF non-concurrent BCLL, max o.c. from to 19-44 -791 D.26 1 2 -1441 lb -875 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 22-11-12 20-45 1202 0.47 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 22-11-12 21-46 -1244 0.41 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 22-47 1594 0.62 1 BC 1 20TC20 50 Extensions above or below the truss profile 23-48 103 0.03 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 24-49 -1693 0.74 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 25-so -80 0.03 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 0-14 1.75" 1479 0 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22-10- 0 3.50" 1583 0 Truss Location = Not End Zone otherwise unsupported wall may create a ----------LOAD CASE #1 DESIGN LOADS ---------------- Exp Category = B hinge effect that requires additional design DIr L.Plf L.Loc R.Pif R.Loc LL/TL Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). TC Vert 35.00 0- 0- 0 35.00 22-11-12 0.57 _ Mean roof height = 11.56 ft, mph = 160 20 psf bottom chord live load NOT required BC Vert 10.00 0- 0- 0 10.00 22-11-12 0.00 Occupancy Category II, Wind Dead Load = 7.20 peff this truss, per IBC/IRC requirements for ------------ CRITICAL POINT LOADS ------------------ Designed as Main Wind Force Resisting System attics with limited storage. Type X.Loc Max. Min. - Low-rise and Components and Cladding BC Vert 0-10- 9, 169 -196 Tributary Area = 62 sgft BC Vert 2-10- 6 169 -196 BC Vert 4-10- 6 169 -196 BC Vert 6-10- 5 169 -196 BC Vert B-10- 5 169 -196 BC Vert 10-10- 5 169 -196 BC Veit 12-10- 5 169 -196 BC Vert 14-10- 5 169 -196 BC Vert 16-10- 5 169 -196 BC Vert 18-10- 5 169 -196 BC Vert 20-10- 5 169 -196 BC Vert 22-10- 5 169 -196 DEFLECTION LOC. ALLOW. LC Vert TL: -0.17" (L/999) 12-13 L/180 10 Vert LL: -0.09" (L/999) 12-13 L/240 10 Horz TL: 0.04" Joint Locations =_- 1 0- 0- 0 26 0- 0- 0 2 0- 8- 5 27 0- 3- 4 3 0-10- 9 28 0-10- 9 4 1- 0-12 29 2- 8- 3 5 2-10- 6 30 2-10- 6 6 3- 0- 9 31 4- 8- 3 7 4-10- 6 32 4-10- 6 8 5- 0- 9 33 6- 8- 2 9 6-10- 5 34 6-10- 5 10 7- 0- 8 35 8- 8- 2 11 8-10- 5 36 B-10- 5 12 9- 0- 8 37 10- 8- 2 13 10-10- 5 38 10-10- 5 14 il- 0- 8 39 12- 8- 2 15 12-10- 5 40 12-10- 5 16 14- 8- 2 41 13- 0- 8 17 14-10- 5 42 14-10- 5 18 16- 8- 2 43 15- 0- 8 19 16-10- 5 44 16-10- 5 20 18- 8- 2 45 17- 0- 8 21 18-10- 5 46 18-10- 5 22 20- 8- 2 47 19- 0- 8 23 20-10- 5 48 20-10- 5 24 21- 0- 8 49 22- 8- 9 25 22-11-12 50 22-11-12 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL This truss has no Pre-Camber WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Truss design on this sheet is only salid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Chk: shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and NUTRUSb which most he considered by the building designer. Bracing shouTt is lateral bracing of truss members only Any additional bracing, Dsgnr° EMW temporary andlor 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 configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 Mhen the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf q added on both sides gfthe connection.TiVically,gusset plates are at pitch break joints." BC Dead 10.00 psf Min.screw spacing-9,'16"and mica.edge distance-=*16". Date: 3/15/2017 @ 21:08: 7 TOTAL 45.00 psf Segn S8.1.0 - 7008 Job Name: CIUPERGER Truss ID: GT07 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 44.32 Tc FORCE Axr. BND cox ID SCRWS UPLIFT REACTIONS) 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 77 0.00 0.12 0.12 1 1 -374 lb -198 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -543 0.10 0.10 0.19 1 2 -428 lb -198 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 12- 8- 0 4-5 -416 0.08 0.03 0.11 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 12- B- 0 5-6 -395 0.09 0.07 0.14 1 TC 1 20TC20 50 This truss is designed using the 6-7 -381 0.07 0.23 0.29 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -642 0.12 0.23 0.34 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 -642 0.13 0.08 0.20 1 20 psf bottom chord live load NOT required 1 1- 3-12 5.50" 564 25 Truss Location = Not End Zone 9-10 -679 0.14 0.02 0.15 1 on this truss, per IBC/IRC requirements for 2 11- 4- 4 5.50" 564 38 Exp Category = B 10-11 -679 0.14 0.02 0.15 1 attics with limited storage. _ Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 11-12 -642 0.13 0.08 0.20 1 Mean roof height = 11.06 ft, mph = 160 12-13 -642 0.12 0.22 0.34 1 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 -381 0.07 0.22 0.29 1 Designed as Main Wind Force Resisting System 14-15 -395 o.oe 0.07 0.14 1 - Low-rise and Components and Cladding 15-16 -414 0.08 0.03 0.11 1 Tributary Area = 18 sgft 16-27 -541 0.10 0.11 0.19 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 17-18 46 0.00 0.12 0.12 I Dir L.Plf L.Loc R.Plf R.Loc LL/TL 18-19 34 0.01 0.12 0.12 1 TC Vert 70.00 O- 0- 0 70.00 1-10- 7 0.57 TC Vert 35.00 1-10- 7 35.00 10- 9- 9 0.57 Be FORCE AXt. Brm col ID SCRWS TC Vert 70.00 10- 9- 9 70.00 12- 8- 0 0.57 20-21 0 0.00 0.16 0.16 1 BC Vert 20.00 0- 0- 0 20.00 1-10- 7 0.00 21-22 -25 0.00 0.21 0.24 1 BC Vert 10.00 1-10- 7 10.00 10- 9- 9 0.00 22-23 391 0.06 0.21 0.26 1 BC Vert 20.00 10- 9- 9 20.00 12- 8- 0 0.00 23-24 391 0.06 0.17 0.23 1 ------------ CRITICAL POINT LOADS ------------------ 24-25 381 0.06 0.12 0.17 1 Type X.Loc Max. Min. 25-26 642 0.11 0.00 0.18 1 BC Vert 2-10- 7 1B -68 26-27 642 0.11 0.08 0.18 1 HC Vert 3- 1-13 81 -97 27-28 679 0.11 0.02 0.13 1 C Vert 5- 1-13 81 -97 28-29 679 0.11 0.02 0.13 1 1-3-12 1-5-14 tD m1$-13 as m m1-8-13 to C Vert 6- 4- 0 81 -97 29-30 642 0.11 0.08 0.18 1 . t. t -13 Y ,� Y rL �- ' �' m C Vert 7- 6- 3 81 -97 30-31 642 0.11 0.09 0.18 1 1-3-12 2-9-10 m m5-1-13 d7 Ur m �9-3-0 m ^' -' C Vert 9- 6- 3 81 -97 31-32 391 0.06 0.12 0.17 1 3-1-0 I 6-6-0 3-1-0 �l BC Vert 9- 9- 9 18 -68 32-33 381 0.06 0.16 0.22 1 33-34 381 0.06 0.20 0.26 1 1 2 3 5 7 8 10 11 1315 17 18 19 34-35 38 0.00 0.20 0.24 1 4 6 9 12 14 16 DEFLECTION LOC. ALLOW. LC 35-36 0 0.00 0.16 0.16 1 - Vert TL: -0.03" (L/999) 9-10 L/180 34 6.00 6.00 I Vert LL: -0.02" (L/999) 9-10 L/240 34 WEB FORCE CS1 ID SCRW3 Horz TL: 0.02" 1-20 -32 0.01 1 Cantilever 2-21 -117 0.02 1 V. t TL: 0.02 (L/795) 20-21 L/ 90 34 3-22 -640 0.22 1 T V�rt LL: 0.03" (L/606) 20-21 L/120 34 4-23 278 0.06 1 6-29 -142 0.04 1 - Joint Locations --- 7-25 420 0.14 1 1-11-8 1-11-8 1 0- 0- 0 19 12- 8- 0 8-26 -217 0.07 1 SHIP 2 1- 3-12 20 0- 0- 0 3%�� 9-27 100 0.03 1 3 2- 7-12 21 1- 3-12 10-28 -15 0.00 1AA //Z 4 2- 9-10 22 1- 5-14 11-29 101 0.03 1 IO-5=B1 IO-5-Ol 5 3- 1- 0 23 2- 9-10 12-30 -216 0.07 1 6 3- 2-15 24 3- 2-15 13-31 420 0.15 1 7 3- 5- 0 25 4-11-13 14-32 -144 0.05 1 8 5- 1-13 26 5- 1-13 16-33 277 0.07 1 3-1-13 1-1-0 _ 9 5- 4- 1 27 6- 1-12 17-34 -637 0.22 1 5 1 13 10 6- 4- 0 28 6- 4- 0 18-35 -117 0.02 1 W:508 I :508 11 7- 3-15 29 6- 6- 4 19-36 -32 0.01 1 R:564 m ;R:564 12 7- 6- 3 30 7- 6- 3 U:-374 U:-428 13 9- 3- 0 31 7- 8- 3 22 24 26 12-8-ft 31 49 35 I 14 9- 5- 1 32 9- 5- 1 20 21 23 25 2729 30 32 34 36 15 9- 7- 0 33 9-10- 5 1.3-12 1-8-14 1-8-14 16 9-10- 5 34 11- 2- 3 ' 17 10- 0- 3 35 11- 4- 4 18 11- 4- 4 36 12- 8- 0 1-3-12 ^ m ^/4-11-13 ��� o d1 r}t cb J7 co Ln dt Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale•3/8"=l' WARNING Read all notes on this sheet and verify crll rlesigrt 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: NUTRU S STM shown an this drawing is not erection bracing,wind bracing,portal bracing or similar bracing ivhich 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 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 @ 21:08: 2 TOTAL 45,00 psf I Seqn S8.1.0 - 7009 Job Name: CIUPERGER Truss ID: GT08 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 64.37 TC FORCE AXL END CSI ID SCRW3 1-2 30 0.00 0.09 0.09 1 , 2-3 48 0.01 0.23 0.23 1 -SP 3-4 -848 016 0.23 0.39 1 SP_ 4-5 -687 0..13 0.05 0.17 1 5-6 -608 0.12 0.12 0.23 1 6-7 -595 0.12 0.10 0.29 1 -SP 7-8 -966 0.19 0.24 0.42 1 SP-3P 8-9 -2322 0.46 0.27 0.70 1 SP- 9-10 -2287 0.46 0.31 0.73 1 -SP 10-11 -2670 0.53 0.31 0.90 1 OB-8H 11-12 -3143 0.62 0.06 0.68 1 BB-OB 12-13 -1391 0.29 0.27 0,52 1 3P- 13-14 -1589 0.31 0.39 0.68 1 14-15 -962 0.19 0.39 0.57 1 -BP 15-16 _956 0.19 0.49 0.66 1 BP- 16-17 -1531 0.30 D.48 0.75 1 17-18 -1343 0.27 0.27 D.52 1 -SP 18-29 -3103 0.62 0.07 0.68 1 0II-8B 19-20 -2686 0.54 0.49 0.98 1 BH- OB 20-21 -2326 0.47 0.49 0.91 1 SP- 21-22 -2337 0.47 0.34 0.76 1 -SP 22_23 -1C31 0.21 0.34 0.52 1 SP SP 23_24 -598 0.12 0.16 0.27 1 SP- 24_25 -609 0.12 0.16 0.27 1 25-26 -693 0.13 0.06 0.18 1 26_27 -852 0.16 0.25 0.39 1 -SP 27-28 59 0.01 0.25 0.25 1 SP- 28-29 30 0.00 0.09 0.09 1 1-3-12 1-10-13 IIC FORCE h0 H C ID SCRWS 1-3-12 3-2-9 30-31 0 0.000 0.202O 0.2020 1 ' 31-32 51 0.00 0.30 0.37 1 -SP 3-1-0 2-6-0 1 3.3-0 3-3-0 21 32-33 595 0.10 0.30 0.39 1 SP- 1 2 3 5 7 9 11 12 1416 17 1921 23 426 28 29 33-34 5 10 595 0. 0.38 0.37 1 4 6 8 10 72 15 •ZO 2.1 2rJ 22- 34-3 595 0. 0.24 0.42 1 -SP 35_36 966 0.15 0.34 0.40 1 SP SP 6.00 6.00 .6.00 .6.00 36_37 48 0.01 0.12 0.13 1 SP- 3- -0 37-56 49 0.01 0,12 0.12 1 -SP 56-38 513 0.08 0.66 0.72 1 _SP 38-39 2287 0.38 0.44 0.80 1 SD- OH 39-40 2794 0.41 0,11 0,19 1 SP-SP 40-41 153o D.25 0.29 0.53 1 9P- 1-11-8 1-11-8 1-11-8 1-11-8 41-42 1339 0.22 0.29 0.50 1 T 42_43 1062 0.18 0.19 0.36 1 3-7_8 3-5-2 3-7-8 43_44 1269 0.21 0.27 0.47 1 1 SHIP .44-45 1452 0.24 0.29 0.50 1 -SP 45-46 2756 0.45 0.52 0.96 1 BE'RP 46-47 2326 0.39 0.52 D.B9 1 OB-1OB IO-5-0 68B 10B ZO-5- 97-59 592 0.10 0.6fi 0.74 1 9P-BP 59-48 47 0.01 0.09 D.09 1 SF- 48-49 37 0.01 0.11 0.11 1 -SP 49-50 1031 0.16 0.42 0.57 1 SP SP 1-1-0 B1 3-1-13 B214-9-9 1-1-0 50-51 598 0.09 0.42 0.50 1 SP- W;SO 51-52 598 0.10 0.29 0.38 1 R:7 C63 52-53 598 0 .30 0.30 0.39 1 -SP tr,�rd 53_54 0 0.00 1,10 0,37 1 SP- 912+ 54-55 0 0.00 0.20 0.20 1 42 t435 1.1840 4V--W 44 464R 50 52 54 30 31 33 36 3739 41 43 4547 4951 53 55 1-3-12 12 m m m ti7 ry n ry m m e .-� Scale:1t4"=1' WARNING Read all notes on this sheet and verify all design parameters. Des rna igner: E WO:Ciuperger Tntss design on this sheet is only valid with NTLTrRUSS 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 pan of the building design and Engg Chk: NUTRUSb 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. 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 Buiidg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:08: 1 _ TOTAL 45.00 psf Seqn S8.1.0 - 7010 Job Name: CIUPERGER Truss ID: GT08 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 64.37 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based-on chord bracing applied I B 1roBcs Cs1 m scBws Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 38-57 1297 0.85 1 SP-31, 1 -596 lb -153 lb Loaded for 10 PSF non-concurrent BCLL, max O.C. from to 57-9 422 0.14 1 SP-SP 2 -547 lb -153 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 17- 8- 0 47-58 1515 0.93 1 SP- Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 17- 8- 0 58-21 489 0.11 1 TC 1 20TC20 50 This truss is designed using the 1-30 -42 0.01 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 2-31 -75 0.02 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 3-32 -1006 0.35 1 SP-SP 20 psf bottom chord live load NOT required 1 1- 3-12 5.50" 763 -51 Truss Location = Not End Zone 4-33 355 0.07 1 on this truss, per IBC/IRC requirements for 2 16- 4- 4 5.50" 763 0 Exp Category = B 6-34 439 0.09 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 7-35 -1119 0.38 1 SP-SP Mean roof height = ll.89 ft, mph = 160 36-56 1037 0.19 1 SP-SP Occupancy Category rI, Wind Dead Load = 7.20 psf e-57 1614 0.27 1 211-2B Designed as Main Wind Force Resisting System 10-39 -19e9 0.41 1 413- 4B - Low-rise and Components and Cladding 12-40 1790 OAS 1 2B-2B Tributary Area = 31 sgft 13-41 -816 D.23 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 14-42 804 0.27 1 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 16-43 618 D.26 1 TC Vert 70.00 0- 0- 0 70.00 1-10- 7 0.57 17-44 -819 0.25 1 TC Vert 35.00 1-10- 7 35.00 4- 1-13 0.57 18-45 1781 0.57 1 2B-2B TC Vert 70.00 4- 1-13 70.00 13- 6- 3 0.57 20-46 -2093 0.43 1 413- 4B TC Vert 35.00 13- 6- 3 35.00 Is- 9- 9 0.57 22-59 1661 0.27 1 2B-2B TC Vert 70.00 Is- 9- 9 70.00 17- 8- 0 0.57 49-59 1144 D.21 1 SP-SP BC Vert 20.00 0- 0- 0 20.00 1-10- 7 0.00 23-30 -1197 0.41 1 SP-SP BC Vert 10.00 1-10- 7 10.00 4- 1-13 0.00 24-52 429 0.09 1 BC Vert 20.00 4- 1-13 20.00 13- 6- 3 0.00 26-52 350 0.07 1 BC Vert 10.00 13- 6- 3 10.00 15- 9- 9 0.00 27-53 -1012 D.35 1 SP-SP BC Vert 20.00 Is- 9- 9 20.00 17- 8- 0 0.00 28-54 75 0.02 1 ------------ CRITICAL POINT LOADS ------------------ 29-55 -42 0.01 1 Type X.Loc Max. Min. BC Vert 2-10- 7 18 -68 BC Vert 3- 1-13 81 -97 BC Vert 14- 6- 3 81 -97 BC Vert 14- 9- 9 18 -68 DEFLECTION LOC. ALLOW. LC Vert TL: -0.29" (L/619) 44-45 L/180 34 Vert LL: -0.14" (L/999) 44-45 L/240 34 Horz TL: 0.16" Cantilever Vert TL: 0.10" (L/158) 30-31 L/ 90 34 Vert LL: 0.06" (L/244) 30-31 L/120 34 Joint Locations -- 1 0- 0- 0 31 1- 3-12 2 1- 3-12 32 1- 5-14 3 2- 7-10 33 2- 9- 7 4 2- 9- 7 34 3- 2- 9 5 3- 1- 0 35 3- 4-13 6 3- 2- 9 36 3- 6-11 7 4- 0- 6 37 5- 1- 8 8 4- 2- 3 38 5- 1- 8 9 5- 1- 8 39 5- 3-12 10 5- 6- 4 40 5- 6- 0 it 5- 7- 0 41 7- 6-10 12 7- 0-14 42 7- 9- 0 13 7- 2- 8 43 9- 8-10 14 8- 7- 0 44 9-11- 0 15 8-10- 0 45 12- 2- 0 16 9- 1- 9 46 12- 4- 4 17 10- 3-10 47 12- 6- 8 18 10- 5- 5 48 12- 6- 8 19 12- 1- 0 49 13-11-14 20 12- 2- 4 50 14- 2- 3 21 12- 6- 6 51 14- 5- 2 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL 22 13- 3-14 52 14-10- 9 SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL 23 13- 5-14 53 16- 2- 2 24 14- 5- 2 54 16- 4- 4 WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Truss design on this sheet is only valid with NL'TRUSS sections and is for an individual building component,not a truss system.Bracing Chk: shown on this drawing is not erection bracing,wind bracing, portal bracing or similar bracing which is pan of the building design and NUTRUSS which must be considered by the building designer. Bracing shown is lateral brucing or truss members only Any additional bracing, Dsgnr: EMW temporary attdlor permanent,is the responsibility of the truss erector and/or the building designer. The professional Engineei s seal TC Live 20.00 psf Design Spec: AISI-2001 A Precision Steel Framing Product indicates only that the truss assembly shorty 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 )Phen die specifcd screw count cannot be achieved at the chord to imb connections,a 16 gauge gusset plate must be BC Live 0.00 psf added air both sides ojthe connection.Typically.bawri plates are at pitch break joints." BC Dead 10.00 psf Alin.screw spachng=9,76"and min.edge distance 9116". Date: 3/16/2017 @ 21:08: 1 TOTAL 45.00 psf Seqn S8.1.0 - 7010 dh _Iff�5CWVRGER Truss ID: GT08 (fit : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 64.37 7 15- 0- 8 57 5- 1- 8 8 16- 4- 4 58 12- 6- 8 9 17- 8- 0 59 12- 6- 8 0 0- 0- 0 WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger USS ,I,M Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component.not a muss system.Bracing Chk: shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing wirich is part of the building design and NUTR which must be considered by the building designer. Bracing shown is lateral bracing of truss members only Any additional bracing, Dsgnr: EMW 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 shoswr 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 When the specified screw count cannot he achieved at the chord to web connections,a 16 gmcge gusset plate must be BC Live 0,00 psf added of both sides of the connection.Tjptcally,gusset planes•are at pitch break joints." BC Dead 10.00 psf Min.screw spacing==9,16"and min.edge distance,=9116 Date: 3/15/2017 @ 21'08: 1 TOTAL, 45.00 psf Seqn S8.1.0 - 7010 Job Name: CIUPERGER Truss ID: H01 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 82.45 Tc FORCE Atc, mtu CS1 ID SCRNS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -34 0.00 0.23 0.23 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 99 0.00 0.23 0.23 1 _SP 1 -671 lb -503 lb Loaded for 10 PSF non-concurrent BCLL. max 0.C. from to 3-4 -1277 0.26 0.14 0.37 1 SP- 2 -671 lb -503 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 25-10- 0 4-5 -1459 0.28 0.12 0.39 1 -SP Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 25-10- 0 5-6 -1297 0.26 0.30 0.53 1 SP- TC 1 20TC20 50 This truss is designed using the 6-7 -1482 0.30 0.31 0.58 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -1775 0.36 0.23 0.55 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 -2090 0.42 0.41 0.81 1 -SP 20 psf bottom chord live load NOT required 1 1- 3-12 5.50" 1166 -61 Truss Location = Not End Zone 9-10 -2160 0.43 0.40 0.79 1 05- 2S on this truss, per IBC/IRC requirements for 2 24- 6- 4 5.50" 1166 61 Exp Category = B 10-11 -2534 0.50 0.30 0.77 1 2S-os attics with limited storage. Bldg Length 92.85 ft, Bldg Width = 78.33 ft 11-12 -1480 0.30 0.30 0.57 1 OS- 1s Mean roof height = 12.04 ft, mph = 160 12-13 -1482 0.30 0.41 0.68 1 13-03 Occupancy Category II, wind Dead Load = 7.20 psf 13-14 -2546 0.50 0.41 0.87 i 0s-2s Designed as Main Wind Force Resisting System 14-IS -2160 0.43 0.42 0.00 1 2s-os - Low-rise and Components and Cladding 15-16 -2090 0.42 0.43 0.83 1 SP- Tributary Area = 52 sgft 16-17 -1802 0.36 0.23 0.56 1 17-18 -1478 0.30 0.33 0.60 1 18-19 -1295 0.26 0.30 0.53 1 -32 19-20 -1454 0.28 0.11 0.38 1 SP- 20-21 -1299 0.26 0.13 0.37 1 -SP 21-22 203 0.00 0.22 0.22 1 SP- DEFLECTION LOC. ALLOW. LC 22-23 -33 0.00 0.22 0.22 1 Vert TL: -0.29" (L/956) 35-36 L/180 59 Vert LL: -0.13" (L/999) 35-36 L/240 59 Be FORCE A2I, man CSI ID SCRws Horz TL: 0.10" 24-25 0 0.00 0.31 0.32 1 Cantilever 25-26 61 0.00 0.34 0.51 1 -SP Vert TL: 0.11" (L/141) 40-41 L/ 90 59 26-27 969 0.16 0.42 0.57 1 SP- Vert LL: 0.07" (L/241) 40-41 L/120 59 27-28 1281 0.21 0.42 0.62 1 28-29 1483 0.24 0.36 0.60 1 Joint Locations -- 29-30 1775 0.29 0.63 0.93 1 1 m m 1 0- 0- 0 22 24- 6- 4 30-31 2090 0.34 0.33 0.67 1 -SP 1-3-12 t~ r9 m .�, m m m [�7 i"', i" 2 1- 3-12 23 25-10- 0 31-32 2223 0.37 0.33 0.69 1 SP-SP -I M '+ �+ H n N 3 3- 2- 1 24 o- o- 0 32-33 1651 0.16 0.43 0.56 1 SP-SP 1-3-12 N r*1 ti t(7 N On f� ti H ti N .-, N N N 4 3- 3-12 25 1- 3-12 33-34 2224 0.37 0.34 0.70 1 SP-SP 5 5- 1- 0 26 1- 5-13 5-1-0 6-0-0 10-0 -10-0 34-35 2090 0.34 0.34 0.68 1 SP- '1 2 3 15 7 9 1113 114 16 78 20 22 6 5- 3- 2 27 6- 1-10 35-36 1802 0.29 0.85 0.05 1 7 7-10-13 28 6- 3-12 36-37 1478 0.24 0.36 0.60 1 ____4 6 8 '211 11 19 21 23 8 8- 1- 0 29 6- 6- 2 37-38 1279 0.21 0.42 0.62 1 6.00 6.00 6.00 -6.00 I 9 10-11-13 30 10- 6- 7 36-39 999 0.16 0.42 0.57 1 -SP 3-10-8 10 11- 1- 0 31 10- 8- 9 39-40 61 0.00 0.34 0.51 1 'SP- 1 11 12- 9- 9 32 10-10-12 40-41 0 0.00 0.31 0.31 1 T 2-11-8 2-11-8 2- 1-8 2- -8 T 12 12-11- 0 33 14-11- 4 WEB FORCE OSI ID SCRWS I I 14 14- 9-10 35 15- 3- 9 1-24 -76 0.01 1 3-11-0 3.8-1p 3-11-0 15 14-10- 3 36 19- 3-14 2-25 128 0.02 1 SHIP 16 17- 6-13 37 19- 6- 4 3-26-1427 0.77 1 SP-SP -r-,, 17 17- 9- 0 38 19- 8- 7 A-27 393 0.24 1 -11.5-0 �.5- 18 20- 6-14 39 24- 4- 4 6-29 571 0.23 1 19 20- 9- 0 40 24- 6- 4 7-29 -662 0.54 1 20 22- 4- 9 41 25-10- 0 6-30 488 0.26 1 B1 B2 21 22- 6- 4 9-31 -1382 0.93 1 SP-SP 1-1-0 W:508 W:508 1-1-0 11-32 1234 0.93 1 SP-SP R:1166 11:1166 13-33 1255 0.93 1 SP-SP U:-671 U:-671 15-34 -1402 0.94 1 SP-SP 16-35 467 0.24 1 , 26 2R 3126-10-0 34 37 d0 17-36 -666 0.57 1 �24 25 2729 3W 3335 3638 39 41 16-37 564 0.22 1 1-3��� 4-7-1�4 �N 4-0-5 rI m 4-0-8 y-,I m 4-0-5_���q� 4-7-4 20-39 365 0.12 1 1-3-12 N 6-1-10 g tP 10•fi-7 7 � 14-11-4 Y th 19-3-14 Y' di 24-4-4 N �cn 87 21-39 -1438 0.86 1 SP-SP 22-40 137 0.02 1 23-41 -73 0.01 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:6/32"=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 NU'I'RUSS sections and is for an individual building component.not a truss system.Bracing Dsgn Chk: �TM showrt on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is pan of the building design and EnggCutting ng 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. 111e 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 @ 21:08: o TOTAL 45.00 psf Seqn S8.1.0 - 7011 Job Name: CIUPERGER Truss ID: H02 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 79.34 Tc FORCE AXL rum CSI ID SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -42 0.00 0.30 0.31 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 91 0.02 0.35 0.35 1 -SP 1 -610 lb -501 lb Loaded for 10 PSF non-concurrent BCLL. malt o.C. from to 3-4 -129B 0.26 0.35 0.58 1 SP- 2 -610 lb -501 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 25-10- 0 4-3 -1400 0.11 0.74 0.74 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 25-10- 0 5-6 -1309 0.26 0.09 0.34 1 -SP TC 1 20TC20 50 This truss is designed using the 6-7 -1215 0.24 0.24 0.46 1 9P- BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -1555 0.31 0.36 0.66 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 -1573 0.31 0.32 0.61 1 20 psf bottom chord live load NOT required 1 1- 3-12 5.50" 1166 -63 Truss Location = Not End Zone 9-10 -1583 0.32 0.35 0.68 1 on this truss, per IBC/IRC requirements for 2 24- 6- 4 5.5011 1166 -63 Exp Category = B 10-11 -1551 0.32 0.37 0.69 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78.33 ft 11-22 -1216 0.24 0.24 0.46 1 -SP Mean roof height = 12.06 ft, mph = 160 12-13 -1309 0.26 0.09 0.34 1 sF- Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 -1403 0.11 0.64 0.64 1 Designed as Main Wind Force Resisting System 14-15 -1313 0.26 0.32 0.56 1 -SP - Low-rise and Components and Cladding 15-16 97 0.01 0.32 0.32 1 BP- Tributary Area = 52 sgft 16-17 -42 0.00 0.30 0.30 1 SC FORCE AXL BND CBI ID SCRWS 18-19 0 0.00 0.38 0.38 1 19-20 63 0.00 0.38 0.54 1 -SP 20-21 1000 0.16 0.90 0.90 1 SF- DEFLECTION LOC. ALLOW. LC 21-22 1193 0.15 0.23 0.38 1 Vert TL: -0.19" (L/999) 24-25 L/180 59 22-23 1200 0.15 0.27 0.42 1 Vert LL: -0.08" (L/999) 24-25 L/240 59 23-24 1556 0.25 0.22 0.46 1 HOrz TL: 0.09" 24-25 1573 0.26 0.68 0.69 1 Cantilever 25-26 1583 0.20 0.13 0.33 1 Vert TL: 0.101' (L/158) 31-32 L/ 90 59 26-27 1551 0.25 0.21 0.46 1 Vert LL: 0.06" (L/260) 31-32 L/120 59 27-28 1202 0.15 0.27 0.41 1 28-29 1198 0.15 0.23 0.30 1 -- Joint Locations -- 29-30 1024 0.17 0.95 0.95 1 -SP m 1 0- 0- 0 17 25-10- 0 30-31 -63 0.00 0.37 0.53 1 SP- m N T CJ m Lin u7 2 1- 3-12 18 0- 0- 0 31-32 0 0.00 0.37 0.37 1 1-3-12 m R,3-5-15 R,3-6-11 0 3-1 3-8-11 .,� d�3-5-15 3 3- 2- 0 19 1- 3-12 1-3-12 rL m6-9-11 C6 -10-9-11 6 �* 14-10-5 18-7-0 � 5Q22-6-4 N � N 4 3- 3-12 20 1- 5-13 1-1 FORCE cs2 x1 scRsas 7-1-0 11-8-0 7-1-0 5 6- 9-11 21 5- 9- 8 1-19 106 0.02 1 1 2 3 7 8 10 1113 14 16 6 7- 1- 0 22 5-11- 7 z-19 loft o.02 1 7 7- 3- 0 23 10- 5- 0 3-20 -1473 0.79 1 SP-SP 6 9 12 17 8 10- 9-11 24 10- 7- 2 4-21 259 0.04 1 6.00 6.00 9 10-11-11 25 15- 0-11 5-22 -53 0.06 1 10 14-10- 5 26 15- 2-14 7-23 563 OAS 1 11 18- 7- 0 27 15- 5- 0 8-24 -328 0.38 1 T 12 18- 9- 0 28 19- 8- 9 9-25 -61 0.13 1 I 13 19- 0- 5 29 19-10- 9 10-26 -329 0.38 1 14 22- 4- 9 30 24- 4- 4 11-27 554 0.44 1 3-11-8 3-9 3-11-8 15 22- 6- 4 31 24- 6- 4 13-28 54 0.05 1 I SHIP 16 24- 6- 4 32 25-10- 0 14-29 238 0.04 1 .OIL 15-30 -1474 0.89 1 SP-SP ___ -- �-5 16-31 308 0.02 1 17-32 -93 0.02 1 B1 B2 1-1-0 W;508 W:508 1-1-0 RAIN 11:1166 U:-610 U:-610 20 22 24 25-10-0 26 29 31 , 18 19 21 23 2527 28 30 32 1-3-12 rm 43-11 q 4.5.9 ry 4.5-8 m 4-3-9 * n 7 6" r m, 13-12 N1" 5-9 10-5.0 ^�� 15-0-11 Yl}, 19-8-9 N d, 24-4-4 � ' ru n m m .i 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:5/32"=V WARNING Read all notes on this street and verily all design par•arneters, 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 truss system.Bracing Dsgn Chk: S STM showm at 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 tmss 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 @ 21:08: 8 TOTAL 45.00 psf I Seqn S8.1.0 - 7012 Job Name: CIUPERGER Truss ID: H03 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 85.54 Tc FORCE = END cal ID SCRWS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-x -40 0.00 0.28 0.29 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 96 0.00 0.29 0.28 1 -SP 1 -617 lb -502 lb Loaded for 10 PSF non-concurrent BOLL. max O.C. from to 3-4 -1269 0.25 0.19 0.42 1 SP- 2 -617 lb -502 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 25-10- 0 4-5 -1407 0.26 0.20 0.45 1 Type ID SECTION Fy(ksi) Joints .Galvanization: G60 BC 12.0011 0- 0- 0 25-10- 0 5-6 -1456 0.20 0.22 0.40 1 TC 1 20TC20 50 This truss is designed using the 6-7 -1180 0.24 0.18 0.39 1 -SP BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -1142 0.23 0.18 0.39 1 SP- WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 -1199 0.24 0.37 0.59 1 20 psf bottom chord live load NOT required 1 1- 3-12 5.50" 1166 81 Truss Location = Not End Zone 9-10 -1293 0.25 0.37 0.60 1 on this truss, per IBC/IRC requirements for 2 24- 6- 4 5.5011 1166 -81 Exp Category = B 10-11 -1205 0.24 0.36 0.59 1 attics with limited storage. Bldg Length = 92.85 ft, Bldg Width = 78,33 ft 11-12 -1140 0.23 0.18 0.39 1 -SP Mean roof height = 12.56 ft, mph = 160 12-13 -1170 0.24 0.16 0.39 1 SP- Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 -1455 0.28 0.22 0.48 1 Designed as Main Wind Force Resisting System 14-15 -1404 0.26 0.20 0.44 1 - Low-rise and Components and Cladding 15-16 -1291 0.26 0.19 0.41 1 -SP Tributary Area = 52 sqft 16-17 100 0.00 0.27 0.27 1 SP- 17-18 -38 0.00 0.27 0.27 1 EC FORCE AXL END CSI ID SCRWS 19-20 0 0.00 0.36 0.36 1 20-22 -81 0.00 0.36 0.52 1 -SP DEFLECTION LOC. ALLOW. LC 21-22 969 0.16 0.99 0.98 1 SP_ Vert TL: -0.16" (L/999) 10-11 L/180 59 22-23 1227 0.16 0.20 0.35 1 Vert LL: -0.08" (L/999) 10-11 L/240 59 23-24 1247 0.16 0.20 0.36 1 Horz TL: 0.09" 24-25 1132 0.14 0.24 0.30 1 Cantilever 25-26 1199 0.15 0.24 0.39 1 Vert TL: 0.10" (L/154) 33-34 L/ 90 59 26-27 1283 0.21 0.49 0.49 1 Vert LL: 0.06" (L/251) 33-34 L/120 59 27-29 1206 0.15 0.25 0.40 1 28-29 1131 0.14 0.25 0.39 1 m T m mT T - - Joint Locations -- 29-31 1246 0.16 0.21 0.36 1 "' ro T � m 1` Q- Q- 0 1e 25-1Q- Q 30-31 x227 0.36 0.21 0.36 11'3-�� b ry �3-5-8 3-7-14 ^ m2 1- 3-12 19 0- 0- 0 31-32 909 0.16 0.97 0.97 1 -SP 1-3-12 N m ry tD mm12-8-10 m 16-6-14 m �-+ N •-+ N N N rYi' N 3 3- 2- 0 20 1- 3-12 32-33 -81 0.00 0.34 0.51 1 SP- 7-8-Q 9-1-0 4 3- 3-12 21 1- 5-13 ..33-34 0 0.00 0.34 0.34 1 5 6- 2- 6 22 5- 9- 9 1 2 3 5 8 9 1113 14 15 17 6 8- 9-13 23 5-11- 7 WEE FORCE Cs1 ID BMWs 7 10 12 16 18 7 9- 1- 0 24 6- 1-10 1-19 -90 0.02 1 6. 00 -6.00 8 9- 3- 2 25 10- 4-12 2-20 110 0.02 1 9 12- 8-10 26 10- 7- 2 3-21 -1427 0.76 1 SP-SP 10 12-11- 0 27 15- 0- 8 4-22 339 0.08 1 T T 11 Is- 6-14 28 IS- 2-14 5-23 -276 0.26 1 I I 12 16- 9- 0 29 19- 8- 6 6-24 231 0.46 1 13 17- 0- 3 30 19-10- 9 6-25 296 0.22 1 14 19- 7-10 31 20- 0- 8 9-26 -221 0.42 1 4_19_8 4-9-8 4-11-8 15 22- 4- 8 32 24- 4- 4 10-27 -194 0.39 1 SHIP 16 22- 6- 4 33 24- 6- 4 11-29 2S6 0.21 1 17 24- 6- 4 34 25-10- 0 13-29 232 0.46 1 -r-� 14-30 -270 0.25 1 =0_5-0 T_(1-S 15-31 313 0.07 1 16-32 -1437 0.86 1 SP-SP 17-33 117 0.02 1 1.1-0 B1 B2 1-1-0 18-34 -e6 0.02 1 W:508 W:508 11:1166 11:1166 U:-017 U:-617 21 23 2a 25-10-0 28 4n 4Z 19 20 2224 25 27 2931 32 34 1-3-12 m 4-0-12 m 4-3-3 ry 4-5.5 `r 4-54 -9 ql 4-3-12 57N (D� 1-3 5_9-9 m 10-4-1 m 15-0 8 T 19-M m�N 24-4-4 m� l� Each connection requires 3/8" diameter {proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sa.ded #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5/32"=1' WARNING Read all notes on this sheet and verify rzll design parameters. Designer: EMW WO:Ciuperger Tntss 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: 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 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 @ 21:09: 5 TOTAL 45.00 psf Seqn S8.1.0 - 7013 Job Name: CIUPERGER Truss ID: H04A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 65.11 Tc FORCE nxa MM cal ID SCRWS UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 31 0.00 0.12 0.12 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 88 0.01 0.12 0.13 1 -SP 1 -447 lb -378 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -892 0.18 0.14 0.30 1 SP- _ 2 -412 lb -371 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 16- 9- 8 4-5 -2491 0.30 0.14 0.42 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 16- 9- 8 5-6 -1490 0.29 0.10 0.36 1 TC 1 20TC20 '50 only unless noted otherwise. Galvanization: G60 6-7 -1033 0.21 0.19 0.38 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -1157 0.22 0.27 0.47 1 WEB 1 - 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -756 0.15 0.27 0.41 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -600 0.16 0.03 0.19 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 1- 3-12 5.50" 811 247 10-11 -795 0.16 0.20 0.34 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 16- 7-12 3.50" 706 247 11-12 -744 0.15 0.26 0.40 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -714 0.14 0.26 0.39 1 Exp Category = B hinge effect that requires additional design 13-14 -379 0.08 0.33 0.40 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 14-15 -378 0.09 0.48 0.55 I Mean roof height = 16.29 ft, mph = 160 20 psf bottom chord live load NOT required 15-16 0 0.00 0.48 0.48 1 Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for Designed as Main Wind Force Resisting System attics with limited storage. BC FORCE wc. BM CS1 ID ScmaS - Low-rise and Components and Cladding 17-18 0 0.00 0.18 0.18 1 Tributary Area = 34 sqft 16-19 -247 0.00 0.32 0.39 1 -SP 19-20 561 0.09 0.32 0.40 1 SP- 20-21 27 0.00 0.18 0.19 1 DEFLECTION LOC. ALLOW. LC 21-34 50 0.00 0.07 0.07 1 Vert TL: --0.10" (L/999) 10-11 L/180 46 34-22 290 0.05 0.36 0.40 1 -SP Vert LL: -0.05" (L/999) 10-11 L/240 46 22-23 1309 0.22 0.12 0.33 1 25-OS HOrz TL: 0.06" 23-24 1036 0.14 0.16 0.29 1 rl Cantilever 24-28 977 0.13 0.16 0.28 1 m Vert TL: 0.06" (L/260) 17-18 L/ 90 46 1-3-12 2-3-12 1-11-8 CO S 3-0-8 1 3-1-13 6 r}, 25-26 798 0.13 0.09 0.22 1 Vert LL: 0.04" (L/377) 17-18 L/120 46 26-27 795 0.13 0.04 0.17 1 1-3-12 =" ry -" �5-9-4 7-8-12 m m 11-2-10 m 14-6-11 as -`r" 27-28 744 0.12 0.11 0.20 1 Joint Locations 28-29 714 0.12 0.12 0.24 1 8-0-0 8-9-8 1 0- 0- 0 20 1- 8- 5 29-30 379 0.05 0.14 0.19 1 on- Is 1 2 3 5 6 8 10 11 13 15 2 1- 3-12 21 3- 5- 8 30-36 169 0.03 0.18 0.21 1 4 7 9 12 14 16 3 2- 3-11 22 3- 5- 8 36-31 -45 0.01 0.19 0.18 1 4 2- 5- 2 23 3- 7- 8 31-32 -75 0.01 0.37 0.37 1 6,00 5 3- 5- 8 24 6- 1- 7 32-33 0 0.00 0.37 0.37 1 6 5- 7- 8 25 6- 3-13 7 5- 9- 4 26 8-10-13 WEB FORCE cal ID SCRWS 8 7- 8-12 27 9- 1- 2 22-35 99 0.42 1 9 8- 0- 0 28 11- 8- 4 35-5 ISO 0.09 1 10 8- 2- 2 29 11-10- 7 30-37 181 0.20 1 11 11- 2-10 30 14- 8-12 37-14 -716 0.59 1 12 11- 4-14 31 14- 8-12 1-17 -44 0.01 1 13 14- 6-11 32 16- 7- 1 2-18 143 0.02 1 t 14 14- 8-12 33 16- 9- 8 3-19 -1117 0.32 1 SP-SP 4-5-0 4-5-0 15 16- 6- 5 34 3- 5- 8 20-34 -607 0.21 1 ZQ4.. 0 16 16- 9- 8 35 3- 5- 8 4-35 798 0.13 1 17 0- 0- 0 36 14- 8-12 6-23 -426 0.30 1 18 1- 3-12 37 14- B-12 7-24 373 0.15 1 19 1- 5-15 8-25 431 0.34 1 5 10-26 91 0.02 1 10-5-0 42S 1S 11-27 93 0.10 1 59 t 12-28 -349 0.31 1 13-29 525 0.45 1 15-37 758 0.48 1 1-1-0 B1 B2 32-36 350 0.06 1 16-33 -591 0.83 1 W:508 W:308 R:811 R:706 3-":-47 2-1-12 U:-412 i 19 22 25 16-9:A-429 29 31 33 17 1820 2123 24 26 28 30 32 1-3-12 2-5-15 2-7-0 2-7-2 2-10-5 1-3-12 t 6-1-7 N 8-10-13 N 11-8-4 N " 14-8-12 Q1 to d, th � ck d7 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:9/32"=V WARNING Read all notes on this sheet and verify till design parameters. Designer: EMW WO:Ciuperger Tntss design on this sheet is only valid with NLTMUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N lJ T 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 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 @ 21:0 1 2 TOTAL 45.00 psf 1 Seqn S8.1.0 - 7014 Job Name: CIUPERGER Truss ID: H04B Qt : 1 SPACING:, 2- 0-0 PLY: 1 WEIGHT: 93.62 TC FORCE AXL BM CSI ID SCRWS 1-2 0 0.00 0.25 0.25 1 2-3 -155 0.03 0.25 0.28 1 3-4 -156 0.03 0.18 0.21 1 4-5 -202 0.04 0.11 0.15 1 5-6 -202 0.02 0.23 0.25 1 6-7 246 0.03 0.23 0.26 1 7-8 241 0.03 0.11 0.14 1 8-9 352 0.06 0.23 0.28 1 9-10 352 0.06 0.23 0.28 1 10-11 128 0.01 0.10 0.11 1 11-12 132 0.02 0.16 0.17 1 12-13 193 0.03 0.16 0.19 1 13-14 129 0.01 0.29 0.30 1 14-15 -354 0.06 0.30 0.35 1 15-16 -432 0.09 0.22 0.30 1 16-17 -804 0.15 0.11 0.25 1 17-18 -905 0.18 0.14 D.30 1 Is-19 -154 0.03 0.15 0.18 1 ' 19-20 37 0.00 0.15 0.15 1 SC FORCE AXL BIM CSI ID SCRWS 21-22 245 0.04 0.09 0.13 1 22-23 -45 0.01 0.09 0.10 1 23-45 35 0.00 0.11 0.12 1 45-24 153 0.02 0.11 0.14 1 24-25 299 0.03 0.03 0.06 1 IS-09 25-26 255 0.02 0.18 0.20 1 26-27 255 0.02 0.22 0.22 1 27-28 262 0.04 0.19 0.22 1 OS- 19 t� D1 In m m .Ni m ti 28-47 -221 0.04 0.20 0.24 1 0-30 i�4 `3-3 ti3�47-29 l9 0.00 0.20 0.20 1 0-3-4 -9.3 m ing-2-q 29-30 2 0 0.01 0.06 0.07 1 30-31 -351 0.07 0.15 0.22 1 14-6-0 8-0-0 31-32 -351 0.07 0.15 0.2z 1 1 3 4 6 7 8 10 11 1214 15 17 18 20 32-33 92 0.02 0.08 0.09 1 2 5 9 13 19 33-49 26 0.00 D.23 0.23 1 d6 49-34 -179 0.04 0.23 0.26 1 l]10 34-35 195 0.03 D.21 0.24 1 19- 09 35-36 1a6 O.D2 0.24 0.25 1 36-3 0,03 0.24 0.2 1 37-39 472 472 0.08 0.14 D.21 1 38-39 700 0.12 0.13 0.24 1 OS- 1S 39-51 -87 0.00 0.22 0.22 1 51-51 34 0.01 0.2z 0.22 1 4-5-0 4-3- 4-6-0 40-410 a9 0.01 0.10 0.10 1 SHIP 41_42 _245 0.04 0.08 0.12 1 42-43 0 0.00 0.09 1S IS 0.09 1 1 S � 1S WEB FORCE Cal SD SCRWS �$ " 24-44 127 0.08 1 44-3 -269 0.23 1 29-46 176 0.12 1 t31 9-10-8 B2 B3 1-1-0 46-7 -190 0.19 1 W:112 W:308 W:308 34-48 224 0.11 1 R:340 R:1264 R:514 4s-11 -172 0.20 1 U:-226 1-9-4 3-11-OU'-669 U2 1-4-88 39-50 -197 0.62 1 2-6- so-17 311 0.44 1 21 2325 26 2729 3032 3335 36 3840 41 3 1-21 -311 0.44 1 22-45 331 0.05 1 0-2-10 in3-0-15 3-0-15 m n 3.3 4 3-5-10 m t� Y ti m 2_45 376 0.16 1 0-2-10 4-11-4 8-0-3 r`+ S' 15-4-10 19-0-8 �+ ,��, 4-25 89 0.10 1 m fD ri m N .ry- d m ti N fV 5_26 181 0.13 1 6-27 -483 0,71 1 8-46 383 0.18 1 30-47 -487 0.15 1 9_31 -790 0.37 1 OVER 3 SUPPORTS 32-49 -481 0.19 1 Scale:3l16"=i' 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: N �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 bntcing 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: 3115/2017 @ 21:012 TOTAL 45.00 psf Seqn S8.1.0 - 7016 Job Name: CIUPERGER Truss ID: H04B Qt : 1 SPACING: 2-0-0 PLY: 1 WEIGHT: 93.62 10-48 456 0.31 1 UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 12-35 -460 0.59 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 14-36 375 0.21 1 1 -226 lb -201 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 15-37 349 0.16 1 2 -669 lb -577 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 22- 6-14 16-39 -356 0.20 1 3 -320 lb -281 lb Install interior support(s) before erection. BC 12.001, 0- 0- 0 22- 6- 0 41-51 -276 0.11 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 1e-50 795 0.14 1 TC 1 20TC20 50 End verticals are designed for axial loads 19-42 -425 0.09 1 BC 1 20TC20 50 only unless noted otherwise. REACTIONS 20-43 -44 0.01 1 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 0- 0-14 1.75" 340 -245 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 9-10- 8 3.5011 1264 0 Bldg Enclosed = Yes, the end of the extensions have not been 3 21- 3- 4 3.50" 514 -245 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 = 16.29 ft, mph = 160 consideration (by others). Occupancy Category II, Wind Dead Load = 7.20 ps90 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 = 45 sqft DEFLECTION LOC. ALLOW. LC Vert TL: -0.07" (L/999) 14-15 L/180 53 Vert LL: -0.03" (L/999) 14-15 L/240 53 Horz TL: 0.04" Cantilever Vert TL: 0.04" (L/340) 42-43 .L/ 90 53 Vert LL: 0.03" (L/437) 42-43 L/120 53 - Joint Locations =_ 1 0- 0- 0 27 8- 0- 3 2 0- 3- 4 28 8- 2- 4 3 1- 8- 4 29 8- 2- 4 4 4- 9- 3 30 9- 8-15 5 4-11- 4 31 9-10- 8 6 5- 1- 5 32 9-11-14 7 8- 2- 4 33 11-11- 4 8 9- 8- 4 34 11-11- 4 9 9-10- 8 35 12- 1- 7 10 10- 0-11 36 15- 4-11 11 11-11- 4 37 15- 6-14 12 14- 3-15 38 19- 0- 8 9 13 14- 6- 0 39 19- 2- 8 14 14- 9- 3 40 19- 2- 8 15 17- 1- 9 41 21- 1-10 16 17- 3- 8 42 21- 3- 4 17 19- 2- 8 43 22- 6- 0 18 21- 1-15 44 1- 8- 4 19 21- 3- 4 45 1- 8- 4 20 22- 6- 0 46 8- 2- 4 21 0- 0- 0 47 8- 2- 4 22 0- 2-10 48 11-11- 4 23 1- 8- 4 49 11-11- 4 24 1- 8- 4 50 19- 2- 8 25 1-10- 5 51 19- 2- 8 26 4-11- 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 NUTRUSS sections and is for an individual building component,not a truss system.Bracing Chk: shown on this drawing is not erection bracing,wind bracing pool bracing or similar bracing which is part of the building design and NUTRUSS which must be considered by the building designee Bracing sheen is lateral bracing of truss members only Any additional bracing, Dsgnr: EMW 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 shonw on this sheet meets the acceptable design criteria for the leads;loading condition,truss configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 ){'teen the specified screw couru cannot be achieved at the chord to web connections,a 16 gauge gusset p&ae rrtuct be BC Live 0.00 psf added on both sides oftlte connection.TvpicaUv,graset plates•are at pitch break joints." BC Dead 10.00 psf Alin.screu,spacing=9l16"and min.edge distance=9116". Date: 3/15/2017 @ 21:09: 2 TOTAL 45.00 psf Seqn S8.1.0 - 7015 Job Name: CIUPERGER Truss ID: H05A Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 67.62 TO FORCE AXL Biro CSI ID SCRws UPLIFT REACTION(S) : THIS DESIGN-IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -254 o.05 0.29 0.11 1 -SP Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -1679 0.33 0.31 D.62 1 SP- 1 -341 lb -297 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 1554 0.30 0.07 0.37 1 2 -455 lb -388 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 15- B- 8 4-5 -1114 0.22 0.14 D.34 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 15- B- 8 5-6 -1052 0.21 0.14 0.33 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -812 0.16 0.15 0.30 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -678 0.14 0.15 0.27 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -572 0.11 0.11 0.22 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -595 0.12 0.18 0.29 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 2-12 5.50" 716 275 10-11 -535 0.11 0.17 0.27 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 IS- 7-10 1.75" 698 275 11-12 -308 0.06 0.27 0.32 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -306 0.06 0.54 0.60 1 Exp Category = B hinge effect that requires additional design 13-14 0 0.00 0.54 0,54 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). Mean roof height = 16.79 ft, mph = 160 20'psf bottom chord live load NOT required BC FORCE nte, MM cal ID SCRaS Occupancy Category II, Wind Dead Load= 7.20 psfi this truss, per IBC/IRC requirements for 15-16 0 0,00 D.34 0.35 1 Designed as Main Wind Force Resisting System attics with limited storage. 16-17 193 0.03 0.34 0.36 1 - Low-rise and Components and Cladding 17-31 40 0.01 0.47 0.48 1 Tributary Area = 31 sqft 31-18 -100 0.02 0.47 0.49 1 -SP 18-19 2362 0.23 0.17 0.38 1 2S- OS 19-20 1088 0.17 0.20 0.35 1 DEFLECTION LOC. ALLOW. LC 20-21 900 0.12 0.19 0.31 1 Vert TL: -0.11" (L/999) 19-20 L/180 1 21-22 864 0.11 0.19 0.30 1 Vert LL: -0.04 (L/999) 19-20 L/240 1 22-23 566 0.07 0,19 D.26 1 Horz TL: 0.07" 23-24 595 0.08 0.26 0.35 1 mTm N N 24-zs 535 0.07 0.29 0.34 1 0-2-1 2-2-7 1-11-0 e 2-2-12 2-2-12 �2-1-12 2-4-14 ,1-9-8 1,9P mJoint Locations25-26 308 0.05 0.24 0.20 1 os- 19 0-2-1 2-4-8 4-3-8 6-8-4 8-11-0 0111-2-14 13-7-12 15-6-4 '4 1 0- 0- 0 18 2- 4- 8 26-32 149 0.02 0.19 0.21 1 2 0- 2- 1 19 2- 6- 9 32-27 43 0.00 0.19 0.20 1 8-11.0 { 6-9-8 3 2- 4- 8 20 5-11-11 27-29 -80 0.02 0.08 0.10 1 1 3 4 6 8 10 12 13 4 4- 3- 8 21 6- 1-15 26-29 275 0.05 0.08 0.12 1 2 7 9 11 14 5 6- 5- 8 22 9- 8- 2 NEB FORCE CSI ID BMWs6.00 7 6- B-14 24 10-10-11 16-30 -350 0.69 1 8 8-11- 0 25 13- 5- B 30-3 169 0.34 1 9 9- 1- 2 26 13- 7-12 26-33 427 0.16 1 10 11- 0- B 27 13- 7-12 33-12 -280 0.41 1 11 11- 2-14 28 15- 6- 1 1-15 -568 0.11 1 12 13- 7-12 29 15- 8- 8 2-30 1507 0.41 1 SP-SP 13 15- 5- 4 30 2- 4- 8 16-31 -276 0.13 1 14 15- 8- 8 31 2- 4- 8 4-19 -471 0.27 1 15 0- 0- 0 32 13- 7-12 5-20 345 0.17 1 16 0- 2- 5 33 13- 7-12 6-21 325 0.19 1 17 2- 4- B 7-22 -432 0.63 1 5-5-0 1 -0 5-5-0 9-23 175 0.13 1 10-24 264 0.26 1 11-25 -491 0.84 1 13-33 770 0.79 1 29-32 385 0.07 1 14-29 -657 0.46 1 0-11 8 I 1S B1 B2 W:508 W:112 11:716 11:698 U:-341 2-6-8 2-12-1_-2 U:-455 it 1R 21 1¢1$184 24 26 2P 15 1719 20 2224 2527 28 0-2-5 2-2-3 3-5-3 3-6-4 I 3-4--13 A N m 0-2-52-4- N 5.11-11 �:6 - 9-8-2 �T 13-5.8 ml, Each connection requires 3/8" diameter proprietary bolt supg1led by NUCONSTE SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:9/32"=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 budding component,not a truss system.Bracing Dsgn Chk: . �p �TM which on this drawing a not the bull ding designer. wind bracdng,portal bracing or similar bracing members is part of theAn building dewier and Engg ng : 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 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 shotwt 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 @ 21:09: 8 TOTAL 45.00 psf - Secin S8.1.0 - 7016 Job Name: CIUPERGER Truss ID: H05B Qt : 1 SPACING: 2-0-0 PLY: 1 WEIGHT: 103.02 TC FORCE AXL BSI CSI ID SCRWS 1-2 0 0.00 0.24 0.24 1 2-3 -112 0.02 0.24 0.26 1 3-4 -113 0.02 0.18 0.20 1 4-5 -136 D.03 0.31 0.13 1 5-6 -136 0.01 0.25 0.26 1 6-7 225 0.03 0.25 0.27 1 7-8 223 0.03 0.11 0.14 1 8-9 318 0.05 0.22 0.26 1 9-10 318 0.05 0.22 0.26 1 10-21 117 0.02 0.28 0.29 1 11-12 121 0.02 0.29 0.29 1 12-13 112 0.02 D.23 0.27 1 13-14 296 0.05 0.30 0.34 1 14-15 -375 0.07 D.33 0.40 1 15-16 -224 0.04 0.33 0.37 1 16-17 -797 0.14 0.24 0.37 1 17-18 -846 0.17 017 0.33 1 18-19 -133 0.03 0..15 0.18 1 BC FORCE AXL END CSI ID SCRWS 20-21 268 0.04 0.10 0.14 1 21-22 -49 0.01 0.10 0.11 1 22-43 35 0.00 0.12 0.13 1 43-23 167 0.03 0.12 0.15 1 23-24 313 0.05 0.03 0.07 1 1S-08 ti 24-25 277 0.01 0.19 0.19 1 25-26 277 0.01 0.2e 0.28 1 03-4 m 3-0-14 q, 3-0-13 m 3-0-5 3-3-1� m 2 6-27 296 0.04 0.21 0.24 1 OS-IS 03-4 "' 4-9-2 ® 17 8-2-4 '" ^' 15-9-5 �' 19-2-8 n' 27-45 -205 0.04 0.19 0.23 1 45-28 16 0.00 0.19 0.19 1 12-6-0 F 8-11-0 28-29 77 0.01 0.07 0.08 1 1 3 4 6 7 8 10 11 13 15 17 18 29-30 -318 0.06 0.16 0.22 1 30-31 -318 0.06 0.16 0.22 1 2 5 9 1214 �6� 19 31-32 87 0.01 D.09 0.10 1 32-47 24 0.00 0.21 0.21 1 47-33 -164 0.03 0.21 0.24 1 33-34 230 0.02 0.23 D.25 1 1S- DS 34-35 219 0.02 D.25 0.27 1 35-36 266 0,03 0.25 D.27 1 36-31 298 1.14 D.18 0.22 1 37-38 -678 0.14 0.16 0.29 1 OS-IS 38-48 -85 0.01 0.23 0.24 1 48-39 28 0.00 0.23 0.23 1 39-40 96 0.02 0.I a 0.19 1 5-5-0 3-0 5-5-0 40-41 0 0.00 D.Ia 0.19 1 SHIP WEB FORCE CSI ID SCRWS , 23-42 135 0.09 1 42-3 -267 0.39 1 GIs 1 S f1 S 1 S I0-11 27-49 20e 0.09 1 � 44-7 -193 0.28 1 33-46 263 0.09 1 46-11 -195 0.30 1 38-4 9 -294 0.59 1 131 9-10-8 B2 B3 49-17 214 0.19 1 W:112 W:308 W:308 1-20 -298 0.59 1 R:325 R:1295 R:389 21-43 362 0.06 1 U:-224 U:-760 U:-192 2-42 346 0.22 1 1-9 4 F + 3-11-0 I 1 2-3-8_i 4-z4 101 0.15 1 21 2q 6-4-0 27 2W-0 33 7-1-46 3R 41 5-25 462 0.03 1 20 2224 25 2628 2931 3234 35 3739 40 6-26 -462 0.89 1 8-44 395 0.20 1 0-2-10 3-0-13 3-0-13 d 3-3-3 3-5-12 29-as -447 0.14 1 do 47 rL {7 9-30 -861 0.59 1 0-2-10 4-11-4 "A 6 m N 15-4-10 19-0-10 N 31-47 -439 0.17 1 10-46 496 0,53 1 OVER 3 SUPPORTS 12-34 -435 0.61 1 Scale:7l32"_ WARNING Read all notes on this sheet and verify all design parameters. Designer: EM47 WO:Ciuperger Truss design on this sheet is only valid with NTTRUSS 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: NUTRUwhich must bD 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 drat the thus 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 @ 21:09: s TOTAL 45.00 psf Seqn S8.1.0 - 7017 Job Name: CIUPERGER Truss ID: H05B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 103.02 14-35 604 0.85 1 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 15-36 427 0.24 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 16-37 -591 0.77 1 1 -224 lb -203 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 40-46 -303 D.12 1 2 -760 lb -668 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 21- 5-14 1e-49 754 0.16 1 3 -192 lb -182 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 21- 5- 0 19-41 -299 D.06 1 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 0- 0-14 1.75" 325 -268 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 9-10- 8 3.50" 1295 0 Bldg Enclosed = Yes, the end of the extensions have not been 3 21- 3- 4 3.501' 389 -268 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 = 16.79 £t, mph = 160 consideration (by others). 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 Low-rise and Components and Cladding attics with limited storage. Tributary Area = 43 sqft DEFLECTION LOC. ALLOW. LC Vert TL: -0.091' (L/999) 14-15 L/180 41 Vert LL: -0.04" (L/999) 14-15 L/240 41 Horz TL: 0.041' --- Joint Locations 1 0- 0- 0 26 8- 0- 1 2 0- 3- 4 27 8- 2- 4 3 1- 8- 4 28 8- 2- 4 4 4- 9- 2 29 9- 8-15 5 4-11- 4 30 9-10- 8 6 5- 1- 7 31 9-11-14 7 8- 2- 4 32 11-11- 4 8 9- 8- 4 33 11-11- 4 9 9-10- a 34 12- 1- 7 10 10- 0-12 35 15- 4-10 11 11-11- 4 36 15- 6-14 12 12- 3-15 37 19- 0-10 13 12- 6- 0 38 19- 2- 8 14 12- 9- 0 39 19- 2- 8 15 15- 9- 5 40 21- 2-10 16 15-10-12 41 21- 5- 0 17 19- 2- 8 42 1- 8- 4 18 21- 3- 0 43 1- 8- 4 19 21- 5- 0 44 8- 2- 4 20 0- 0- 0 45 8- 2- 4 21 0- 2-10 46 11-11- 4 22 1- 8- 4 47 11-11- 4 23 1- 8- 4 48 19- 2- 8 24 1-10- 7 49 19- 2- 8 25 4-11- 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 aitd verify all design parameters. WO:Ciuperger TM design on this sheet is only valid with NUTRUSS sections and is for an individual building component•not a tniss system.Bracing Chk: T /ram shusmt on this dmrvide a not erection bracing,i esi wind bracing,portal bracing or similar bracing tvemb is part of the building design and I ``/ which must be considered by the building designer. Bracing shown is lateral bracing of truss members only My additional bracing, Dsgnr: EMW 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 configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 When the specified.scraw count cannot be achieved ai the chord to web connections,a 16 gauge gnscer plate otucr be BC Live 0.00 psf added on both sides ojthe connection.Typically,gusset plates are at pitch break joints." BC Dead 10.00 psf Min.screw spacing_9/16"and min.edge distance =9.•16". Date: 3/15/2017 @ 21:09: 6 TOTAL 45.00 psf Seqn S8.1.0 - 7017 Job Name: CIUPERGER Truss ID: H06A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 69.17 Tc FORCE AXL mro cal IS SCRw9 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.26 0.26 1 -SP Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: . 2-3 -660 0.13 0.26 0.43 1 SP-SP 1 -327 lb -281 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -1008 o.20 0.49 0.67 1 SP- 2 -470 lb -408 lb Drainage must be provided to avoid ponding. TC 12.00f, 0- 0- 0 15- B- 8 4-5 -1295 0.26 0.49 0.72 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.001, 0- 0- 0 15- 8- 8 5-6 -1498 0.29 0.07 0.36 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1102 0.22 0.15 0.35 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -1042 0.21 O.IS 0.35 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -696 0.14 0.38 0.50 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -671 0.12 0.46 0.57 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 2-12 5.5011 719 289 10-11 -251 0.05 0.46 0.50 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 15- 7-10 1.7511 695 289 11-12 -429 0.09 0.18 0.26 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -248 0.05 0.30 0.34 1 Exp Category = B hinge effect that requires additional design 13-14 -247 0.05 0.54 0.59 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 14-15 0 0.00 0.54 0.54 1 Mean roof height = 17.29 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 a%a, END CSI In SCRWS Designed as Main Wind Force Resisting System attics with limited storage. 16-17 0 0.00 0.02 0.02 1 -SP - Low-rise and Components and Cladding 17-18 -741 0.15 D.16 0.30 1 SP- Tributary Area = 31 sqft 18-19 20 0.00 0.17 0.17 1 19-31 40 0.01 0.05 0.05 1 31-20 291 0.05 0.44 0.47 1 -SP DEFLECTION LOC. ALLOW. LC 20-21 1307 0.23 0.15 0.36 1 2S- 0S Vert TL: -0.1411 (L/999) 9-10 L/180 1 21-22 1072 0.17 0.18 0.33 1 Vert LL: -0.0611 (L/999) 9-10 L/240 1 22-23 890 0.12 0.19 0.30 1 Horz TL: 0.07" 23-24 765 0.10 o.a9 o.ze 1 1�$ m m 3-0-5 " �' 2-11-7 " 2-6-10 �, 2.0-12 24-25 522 0.07 0.27 0.33 1 t. 5t' J7 cf+ m -{th =__ Joint Locations -- 25-26 438 0.06 0.27 0.32 1 1-4-6 m m N N a 7-5-13 m 'p 10-7-11 m 13-7-12 15.8-8-8 1 0- 0- 0 18 0- 5- 6 26-27 283 0.04 0.24 0.27 1 0s-Is 1-5$ 9-5-8 4-9-8 2 1- 4- 6 19 2- 4- 8 27-33 157 0.02 0.20 0.22 1 3 1- 5- 8 20 2- 4- 8 33-28 43 0.00 0.20 0.20 1 1 4 5 6 8 1012 13 14 4 1- 9- 4 21 2- 6- 9 28-29 -81 0.02 0.09 0.10 1 3 7 9 11 15 5 2- 4- 8 22 5-11-10 29-30 289 0.05 0.08 0.13 1 F6.00 6 4- 3- 8 23 6- 1-15 7 4- 5- 8 24 9- 8- 0 WEB FORCE CSI In SCRWS 8 7- 5-13 25 9-10- 5 20-32 98 0.44 1 9 7- 8- 4 26 13- 5- 8 32-5 -372 0.22 1 10 10- 7-11 27 13- 7-12 27-34 424 0.12 1 11 10-11- 0 28 13- 7-12 34-13 -285 0.64 1 12 11- 1- 2 29 15- 6- 1 1-16 33 0.01 1 13 13- 7-12 30 15- 8- 8 2-17 -1202 0.40 1 SP-SP - 14 15- 5- 4 31 2- 4- 8 18-31 -818 0.32 1 15 15- 8- 8 32 2- 4- 8 4-32 712 0.12 1 16 0- 0- 0 33 13- 7-12 6-21 -416 0.24 1 17 0- 3- 2 34 13- 7-12 7-22 353 0.17 1 6-5-0 .0 6-6-0 8-23 343 0.31 1 9-24 -516 0.69 1 10-25 557 0.73 1 V1-6-4 12-26 -462 0.39 1 -r- 14-34 750 0.39 1 29-33 403 0.07 1 15-30 -658 0.63 1 1.8-4 1 124 iS B1 B2 W:508 W:112 11:719 11:695 U:327 2-11 1 �2-1-12 U,-470 '17 20 23 1fit848A 25 27 '1618 1921 22 24 2628 29 0-3-2 3-5-2 3 6-2 u7 3-7-3 r N m err, m � � ti 03-2 N u7 5-11-10 N 9 8-0 N 13-5-8 N m L cL rb 47 06 M rL t'J Each connection requires 3/8" diameter proprietary bo suppli by NUCONSTEEL SCRWS = The required number of single-sided q10 screws at each end of the truss member: SP = Spacer supplied by NUCOMS L Scale:114"=1' WARNING Read all notes on this sheet and verify all design pa1'anteters. Designer: EMW WO:Ciuperger Truss design on this sheet is only valid with 1QUTRUSS 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 pan of the building design and Engg, Chk: NUTRUS which must be considered by the building desibmer. 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 showri 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 @ 21:09: 2 TOTAL 45.00 psf Seqn S8.1.0 - 7018 Job Name: CIUPERGER Truss ID: H06B Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 113.89 TC FORCE AXL END C3I ID SCRWS 1-2 0 0.00 0.23 023 1 2-3 -85 0.02 0.23 0..25 1 3-4 -86 0.02 0.12 0.19 1 4-5 -96 0.01 0.12 0.13 1 5-6 -96 0.01 0.27 0.27 1 6-7 211 0.03 0.27 0.29 1 7-e 209 0.03 0.11 0.14 1 8-9 288 0.05 0.25 0.29 1 9-10 288 0.05 0.25 0.29 1 10-11 280 0.05 0.25 0.26 1 11-12 456 0.07 0.30 0.36 1 12-13 157 0.02 0.30 0.31 1 13-14 217 0.02 0.10 0.20 1 14-15 -147 0.01 SAS 0.19 1 15�6 -270 0.05 0.16 0.21 1 16-17 -315 0.06 0.16 0.22 1 17-16 -6B2 0.13 0.08 0.20 1 18-19 -536 0.11 0.23. 0.31 1 19-20 -473 0.09 0.21 0.30 1 20-21 -319 0.06 0.12 0.19 1 21-22 0 0.00 0.12 0.12 1 ' AC FORCE A SND CM) ID SCR'AS 23-2 4 282 0.05 0.11 0.15 1 24-25 -53 0.01 0.11 0.12 1 VI If7 CJ ti O xs-ae 34 0.00 0.13 0.14 1 0-3_� 'ymll W 3-0-13 ^ 3-0-13 -3-12 u'' ^ C�.py (jl ,.,2-11-2� 48-26 176 0.03 0.13 0.16 1 O-'3,4 .:.I ...I 4-9 li'1 8-2-4 10-6-6 •+ •�- N .=� ftl .+'L0-0-10 26-27 317 0.05 0.04 0.09 1 1S- OS 27-28 279 0.00 0.19 0.19 1 10-6-0 9-5-8 11-5�, 29-29 279 0.00 0.31 0.31 1 11 3 4 6 7 8 1012 13 14 16 18 20 22 29-50 221 0.04 0.17 0.21 1 OS- 1s 2 5 9 11 15 17 1921 30-50 -221 0.04 0.37 0.21 1 50-31 37 0.01 0.17 0.17 1 DO 31-32 69 0.01 0.24 0.24 1 32-33 301 0.06 0.34 0.39 1 33-34 301 0.06 0.24 0.39 1 34-35 292 0.05 0.10 0.14 1 35-36 70 0.01 0.10 0.10 1 36-51 45 0.01 0.17 0.17 1 S1-37 156 0.02 0.17 0.19 1 37-38 245 0.03 0.19 0.22 1 1S- OS 38-39 112 0.01 0.24 0.24 1 39-40 197 0.02 0.24 0.26 1 40-41 360 0.07 0.17 0.z3 1 6-5-0 -3-0 6-5-0 41-42 -623 0.12 0.14 0.26 1 OS-1S SHIP 42-54 -195 0.04 0.23 0.27 1 1- -4 54-43 38 0.01 0.05 0.05 3 \ /,I 43-44 20 0.00 0.14 0.14 1 T 44-45 -470 0.09 0.13 0.22 1 1 4s-46 0 0.0a 0.02 0.02 1 �1S 1S iS 1S 1-8-4 1 WEB FORCE CSI 1D SCRS43 it 26-47 130 0.07 1 47-3 -264 0.56 1 30-49 237 0.08 1 B1 c-10-8 132 B3 49-7 -197 0.37 1 W:112 W:308 W:308 37-52 243 0.07 1 R:309 11:1331 11:376 52-13 -220 0.35 1 4z-53 87 0.16 1 U:-227 1-9-4 3-11-0 U:-829 23-8 U:-176 53- -275 0. 1 1-23 -285 0.74 1 24 26 6-4-0 30 21RM 37 7 a-{0 42 4P 23 79 r 24-48 383 0.06 1 23 2527 28 2931 3234 3638 39 4143 4iS 2-47 322 0.26 1 0-2-10 3-0-13 3-0-13 v 3-3-3 3-5-10 4-27 219 0.23 1 5-2 183 0.03 1 0.2-10 m 4-11 4 8-0-1 �m �� � 15 4-9 19-0 I i 6-289 -466 0.41 1 VER 3 PPORTS 6-49 391 0.39 1 Scale:7/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: E'MW WO:Ciuperger Tnrss design on this sheet is only valid with NTMU'SS 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,ponal bracing or similar bracing winch 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 shotvn 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 @ 21:09: 1 TOTAL 45.00 psf Segn S8.1.0 - 7019 Job Name: CIUPERGER Truss ID: H06B Qt : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 113.89 32-50 -403 0.12 1 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord-bracing applied 9-33 -435 0.42 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 10-34 -524 0.51 1 1 -227 lb -210 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 35-51 391 0.13 1 2 -829 lb -734 lb Mark all interior bearing locations. TC 12.00" 0= 0- 0 21- 5- 0 12-52 475 0.72 1 3 -176 lb -160 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 21- 5- 0 14-38 -416 0.53 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 15-39 345 0.23 1 TC 1 20TC20 50 End verticals are designed for axial loads 16-40 323 0.i5 1 BC 1 20TC20 50 only unless noted otherwise. REACTIONS 17-41 -416 0.26 1 WEB 1 20TC20 50. Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 19-53 325 0.05 1 This truss is designed using the (if any) have been designed for loads 1 0- 0-14 1.75" 309 -282 44-54--537 0.19 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 9-10- 8 3.50" 1331 0 21-45 -578 0.19 1 Bldg Enclosed = Yes, the end of the extensions have not been 3 21- 3- 4 3.50" 376 -282 22-46 29 0.01 1 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 = 17.29 ft, mph = 160 consideration (by others). Occupancy Category II, Wind Dead Load = 7.20 ps£0 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 = 43 sgft DEFLECTION LOC. ALLOW. LC Vert TL: -0.05" (L/999) 38-39 L/180 41 Vert LL: -0.02" (L/999) 36-39 L/240 41 Horz TL: 0.041, Joint Locations ==- 1 0- 0- 0 28 4-11- 4 2 0- 3- 4 29 8- 0- 1 3 1- 8- 4 30 8- 2- 4 4 4- 9- 1 31 8- 2- 4 5 4-11- 4 32 9- 8-15 6 5- 1- 8 33 9-10- 8 7 6- 2- 4 34 10- 0-11 8 9- a- 4 35 10- 2- 2 9 9-10- 8 36 11-11- 4 10 10- 3-15 37 11-11- 4 11 10- 6- 0 38 12- 1- 7 12 10- 9- 5 39 15- 4- 9 13 11-11- 4 40 15- 6-14 14 14- 4- 7 41 19- 0- 8 15 14- 6-14 42 19- 2- 8 16 16-11- 9 43 19- 2- 8 17 17- 1- 8 44 20-11- 9 18 19- 2- 8 45 21- 1-14 19 19- 7- 9 46 21- 5- 0 20 19-11- 8 47 1- 8- 4 21 20- 0-10 48 1- 8- 4 22 21- 5- 0 49 8- 2- 4 23 0- 0- 0 50 8- 2- 4 24 0- 2-10 51 11-11- 4 25 1- 8- 4 52 11-11- 4 26 1- 8- 4 53 19- 2- 8 27 1-10- 8 54 19- 2- 8 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 WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Chk: sh ich on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing wemb is part of the budding al br and NUTRUSS which must be considered by the building designee Bracing show7t is lateral bracing of truss members only Any additional brnang, Dsgnr: EMW 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 configuration and spans specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 JPhen the specffied screw count cannot be achieved at the chord to wch connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on hoth sides of the connection.Tjnicatly,gusset plates are at pitch break joints." BC Dead 10.00 psf Date 3/15/2017 21:09: 1 Mtn.scree,spacing=9'16"and min.edge distance-916". TOTAL 45.00 psf Seqn S8.1.0 - 7019 Job Name: CIUPERGER Truss ID: H07 Qty. 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 176.95 TC FORCE AXL END C8I ID 0CRW0 1-2 0 0.00 0.59 0.59 1 2-3 -538 0.12 0.08 0.18 1 3-4 -644 0,13 0,03 0.16 1 4-5 -662 0.13 0.17 0.28 1 5-6 -439 0.09 0.21 0.29 1 6-7 -A98 0.10 0.21 0.30 I 7-8 199 a 02 0.38 0.40 1 8-9 273 0.04 0.54 0.54 1 9-10 368 0.06 0.51 0.56 1 10-11 248 0.02 0.35 0.39 1 11-12 341 0.06 0.47 0.47 1 12-13 341 0.05 0.09 0.14 1 13-14 309 0,05 0.12 0.16 1 14-15 309 0.04 0,24 0.27 1 15-16 237 0.02 0.24 0.25 1 16-17 237 0.03 0.21 0.23 1 17-is 313 0.05 0.24 0.28 1 18-19 312 0.05 0.13 0.17 1 19-20 256 0.03 0.25 0.27 1 20-21 631 0.10 0.25 0.35 1 21-22 324 0.01 0.40 0.40 1 22-23 331 0.02 0.23 0.25 1 23-24 145 0.02 0.20 0.22 1 24-25 -180 0.04 OA3 0.17 1 25-26 -290 0.06 0.13 0.19 1 26-27 -311 0.06 0.01 0.07 1 27-28 -290 0.06 0.06 0.11 1 cp _ 28-29 -280 0.06 0.14 0.19 1 m N 3 3-10 d, LP 29-30 192 0.04 0.21 0.15 1 2 qr .i. 30-31 -192 0.04 0.21 0.29 1 3-4-10 09 M N tD M 07 M N .-, M N M N N N Rf M ti C�1 31-32 58 0.01 0.21 0.21 1 3-5-8 1 9-5-8 1 11-3-8 1 9-5-8 �-64-1,1-9 Ec FORCE A]L END CSI ID SCREE �1 2 4 5 7 9 11 12 14 1517 i820 22 23 2527 A"! 33-35 D 0.06 0.19 0.19 1 3 �8 10 13 16 1921 24 26 34-35 561 0.06 0.19 0.19 1 35-36 562 0.06 0.16 0.22 1 36-37 475 0.05 0.16 0.21 1 37-38 400 0.04 0.24 0.27 1 38-39 0.0 0.24 0.25 1 T ' 39-40 107 107 0.000 0.20 0.29 1 40-41 -144 0.01 0.25 0.26 1 41-42 -341 0.07 0.40 0.47 1 42-43 -341 0.07 0.40 0.47 1 43-44 81 0.01 0.30 0.31 1 7-5-0 2-8-4A 3 2- -4 2 -4 7-5-0 44-66 -47 0.01 0.12 0.19 1 SHIP - 66-45 -243 0.05 0.10 0.22 i 45-46 -309 0.05 0.25 0.19 1 13- 09 46-47 -237 0.03 0.19 0.22 1 2-8-4 S 1 2J -2-1 48 47- -237 a 03 0.19 0.22 1 4 8 -49 -313 0:06 0:13 Dis 1 os-15 rl 49-67 -194 0.04 D.18 0:22 1 _ 67-50 -14 0.00 0.18 0.19 1 61 B2 B3 B4 50-51 82 0.01 0.15 0.16 1 W:508 15-8-8 W:308 25-7-0 W308 W:308 51-52 -314 0.06 0.21 0.27 1 11:605 R:1355 R:1183 11:334 52-53 -422 0.08 0.21 0.29 1 U:-336 U:-591 U:-675 U:-161 53-54 121 0.02 0.09 0.11 1 17-5-12 3-11-0 -3-8 54-69 23 0.00 0,26 0.26 1 69-55 -203 0,04 0.26 0.30 1 d 36 3R d0 d23 6�4•Q d0 51 E:t 55 7-:1 6f1 Rd 55-56 -257 0.05 0.17 D.21 I IS- os 33 35 37 39 4143 45 47 4860 52 5456 57 596163 56-57 95 0.00 0.25 0.25 1 _ 57-58 117 0.01 0.25 0.25 1 Q-2� N N m N m t n .Ni nN00 � I IT m(513 0.03 0,I9 0.19 1 Q-2-14 m `� "' Cj M m 9 to ma�yy.. N .59-60200 0.05 0.04 009 1 03-18 m A '�' "na m [�] .-, N r� *r1 rtTl N cn 60-71 55 0.01 0.10 0.10 1 71-61 46 0.00 0.06 0.07 1 61-62 29 0.00 0.09 0.07 1 OVER 4 SUPPORTS 62-63 -141 0.01 0,07 0.07 1 Scale:1t8"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: EMFt WO:Ciuperger Tniss design on this sheet is only valid with NL-rRUSS sections and is for:.n 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 pan of the building design and Engg Chk: NUTRU which must be considered by the building designer. Bracing shown is latural 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 Sped AISI 8100-2012 A Precision Steel Framing Product indicates only that the truss assembly shown an 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 @ 21:10: 3 TOTAL 45.00 psf Seqn S8.1.0 - 7020 Job Name: CIUPERGER Truss ID: H07 Qt : 1 SPACING: 2-0-0 PLY: 1 WEIGHT: 176.95 63-64 . 0 0.00 0.07 0.07 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: tre a MR= csI ID sours 1 -336 lb -306 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 45-65 156 0.05 1 2 -591 lb -484 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 37- 2- 6 65-14 -193 0.52 1 3 -675 lb -637 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 37- 1- 8 49-18 660.18 1 4 -161 lb -139 lb Drainage must be provided to avoid ponding. Galvanization: G60 55-69 159 0.08 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads 68-22 264 0.38 1 TC 1 20TC20 50 only unless noted otherwise. REACTIONS 60-70 126 0.12 1 BC 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 70-28 -151 0.04 1 WEB 1 20TC20 50 (if any) have been designed for loads 1 0- 2-12 5.50" 605 -111 1-33 -112 0.06 1 This truss is designed using the indicated only. Horizontal loads applied at 2 15- 8- 8 3.50" 1355 0 2-34 -719 0.92 1 ASCE7-10 Wind Specification the end of the extensions have not been 3 25- 7- 0 3.50" 1183 0 4-35 123 0.05 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 4 36-11-12 3.50" 334 -111 5-36 193 0.19 1 Truss Location = Not End Zone otherwise unsupported wall may create a 6-37 -31.5 0.44 1 Exp Category = B hinge effect that requires additional design 7-30 425 0.64 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 8-39 -592 0.52 1 Mean roof height = 17.79 ft, mph = 160 20 psf bottom chord live load NOT required 9-40 640 0.48 1 Occupancy Category II, Wind Dead Load - 7.20 pefl this truss, per IBC/IRC requirements for 11-41 -835 0.70 1 Designed as Main Wind Force Resisting System attics with limited storage. 12-42 -309 0.98 1 - Low-rise and Components and Cladding 43-66 -466 0.14 1 Tributary Area = 74 sqft 13-65 254 0.09 1 DEFLECTION LOC. ALLOW. LC 15-46 -281 0.95 1 Vert TL: -0.10" (L/999) 8-9 L/180 45 16-47 196 0.03 1 Vert LL: -0.04" (L/999) 8-9 L/240 45 17-49 -24e 0.75 1 Horz TL: 0.03" 51-67 -436 0.13 1 20-52 -731 0.91 1 --- Joint Locations =-- 21-68 406 0.84 1 1 0- 0- 0 37 7- 7-14 53-69 -581 0.22 1 2 3- 4-10 38 7-10- 4 23-56 -423 0.se 1 3 3- 5- 8 39 11- 7- 1 24-57 311 0.11 1 4 3- 9- 4 40 11- 9- 6 25-58 -262 0.16 1 5 6- 5- 3 41 15- 6- 4 27-59 -63 0.02 1 6 6- 7- 5 42 IS- 6- 8 29-70 350 0.06 1 7 9- 6-13 43 15-10- 0 62-71 -156 0.05 1 8 9- 9- 3 44 17- 4-12 31-63 -424 0.21 1 9 12- 7-11 45 17- 4-12 32-64 e4 0.01 1 10 12-11- 0 46 17- 7- 0 11 13- 1- 2 47 20- 7-12 12 15- 8- 8 48 23- 8- 8 13 15-10-12 49 23-10-12 14 17- 4-12 50 23-10-12 15 20- 5- 8 51 25- 5-14 16 20- 7-12 52 25- 7- 8 17 20-10- 0 53 25- 8-15 18 23-10-12 54 27- 7-12 19 24- 2- 8 55 27- 7-12 20 24- 5-13 56 27- 9-13 21 24- 8- 2 57 31- 1-14 22 27- 7-12 58 31- 3-14 23 30- 6- 8 59 34- 8-13 24 30- 8-14 60 34-11- 0 25 33- 4- 3 61 34-11- 0 26 33- 8- 0 62 36- 8-12 27 33- 9- 3 63 36-10- 4 28 34-11- 0 64 37- 1- 8 29 36- 0- 8 65 17- 4-12 30 36- 2- 8 66 17- 4-12 31 36- 5-13 67 23-10-12 32 37- 1- 8 68 27- 7-12 33 0- 0- 0 69 27- 7-12 34 0- 2-14 70 34-11- 0 35 3- 8-15 71 34-11- 0 36 3-11- 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 WARNING Read all notes on this sheet and verily all design parameters. WO:Ciuperger TM Tnus design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Chk: T shown on this considered is not the bail bracing,wind bracing,portal bracing or similar bracing members r part of the building al bracing, and Iwhich mast be considered by the building designer. Bracing shouau is lateral bracing of truss members only Any additional bracing, Dsgnr c EMW temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. 'flte Professional Engineer's seal TO 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 Buildg Spec: IRC-2015 When the speci/1ed screw•count cannot be achieved at the chord to web connections,a 16 gauge Busse!plate must be BC Live 0.00 psf added on both sides of the connection.T)picallja gusset plates are at pitch break joints." BC Dead 10.00 psf Min.screw spacing=9,76"and rnin.edge distance=9,16". Date: 3/15/2017 @ 21:10: 3 TOTAL 45.00 psf Seqn S8.1.0 - 7020 Job Name: CIUPERGER Truss ID: H08 Rt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 168.32 TC FORCE AXL MM CSI ID SCRWS - 1-2 0 0.00 0.36 0.36 1 2-3 -256 0.05 0.35 0.40 1 3-4 -416 0.03 0.36 0.36 1 ' 4-5 -507 0.10 0.05 0.14 1 5-6 -512 0.09 0.16 0.24 1 6-7 -499 0.09 0.16 0.21 1 7-8 -248 0,05 0.28 0.32 1 8-9 -211 0,04 0.2a 0.32 1 9-10 194 0,03 0.34 0.36 1 10-11 285 0,03 0,34 0.36 1 11-12 234 0.04 0.09 0.13 1 12-13 244 0,04 0.34 0.37 1 13-14 190 0.02 0.34 0.34 1 14-15 178 0.02 0.23 0.23 1 15-"6 180 0.03 0,03 D.o6 1 16-17 Joe 0.00 0.04 0.05 1 17-18 166 0.03 0.08 D.11 1 18-19 197 0.02 0.22 0.22 1 19-20 172 0.02 0.30 D.30 1 20-21 74 0.01 0.26 0.26 1 21-22 -278 0.05 0.20 0.24 1 22-23 -294 0.as 0.20 0.24 1 23-24 -339 0.07 0.00 0.07 1 24-25 -303 0.06 0.21 0.27 1 25-26 -271 0.05 0.13 0.10 1 26-27 -359 0.07 0.09 0.16 1 27-2a 7D 0.01 0.45 0.45 1 cr .--i 1-9-10 4p q' m co co It cp -" f rt '^ ra m m Q4{11 t. U7 `f' `N{V' tmP m m m Be FORCE AXL MM CSI ID SCRWS 1-g-10 da f11 rl7 I.l) cit m 29-30 0 0.00 0.01 0.01 1 30-31 256 0.01 0.21 0.24 1 5-5-8 1 9-5-8 1 7-3-8 1 9-5-8 ;-6-8 31-32 416 0.05 0.21 0.26 1 �1 2 4 6 7 9 11 13 1517 19 20 2224 2527 _ 32-3 513 405 0.08 0.31 0. 1 3 5 10 12 14 1618 ^21 23 33-34 0.05 0.22 0.26 26 1 34-35 370 0.04 0.22 0.26 1 6.00 -6.00 -6.00 35-36 178 0.01 0.28 0.29 1 36-37 178 0.01 0.40 0.41 1 37-38 312 0.05 0.33 0.39 1 38-39 316 0.05 0.51 0.56 1 39-40 238 0.02 0.51 0.53 1 90-41 238 0.02 0.15 0.17 1 41-42 215 0.a2 0.17 0.18 1 42-43 215 0.00 0.21 0.21 1 3-8-4 3- -4 3- -4 43-44 223 0.02 0.14 0.16 1 8-5-0 3-0 8-5-0 44-45 224 0.01 0.24 0.25 1 SHIP 45-46 155 0.02 0.24 0.25 1 46-47 201 0.02 0.17 0.19 1 3-8-447-40 33 0.06 0.32 D.32 1 I J2-2-1 48-49 303 0.04 0.19 0.22 1 1 99-50 265 0.03 0.19 0.22 1 50-51 0 0.00 0.08 0.0a 1 WEB FORCE CSI ID scRWs B1 B2 B3 B4 1-29 11 a.00 1 1111:508 15-8-8 W:308 25-7-0 W:308 W:308 2-30 -641 0.76 1 11:612 R:1425 R:870 R:491 3-32 363 0.16 1 U:-320 U:-768 U:-537 U:-220 4-32 -257 0.30 1 6-33 -249 0. 1 7-34 323 0.28 1 3n 32 34 36 38 37-1-841 44 .47 49 5�1 28 r 8-35 -478 0.41 1 2 9 ti 31 N 33 35t,l Y73 739 40 m 42 43l�4 5 (-1 46/ (n 48ltor 5 0 9-36 52 0.85 1 0-34 m 39 z 0-3-4 Dh fD r9 - - r} rh Q rI 9i r+t N r+r 47 .9 X R X10-37 - 13 168a. 13-3 479 0. 1Sz 14-402080.09 1 15-41 -209 0.84 1 OVER 4 SUPPORTS 16-42 173 0.06 1 Scale:1/8"=1' WARNING Read all notes on this sheet and veri&all design parameters. Designer: M-M WO:Ciuperger Tnss design on this sheet is only valid with NU'TRUSS sections and is for an individual building component,not a miss system.Bracing Dsgn Chk: T �T� shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is pan Of the building design and Engg Chic: Iwhich 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 speci[ed. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3I15/2017 @ 21:10: 2 TOTAL 45.00 psf Seqn S8.1.0 - 7021 Job Name: CIUPERGER Truss ID: H08 Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 168.32 18-43 -223 0.87 1 UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 19-44 237 0.57 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 20-45 -469 0.40 1 1 -320 lb -272 lb Loaded for 10 PSF non-concurrent BOLL. max o.c. from to 21-46 338 0.40 1 2 -768 lb -568 lb Mark all interior bearing locations. TO 12.00" 0- 0- 0 37- 2- 6 22-47 -303 0.41 1 3 -537 lb -503 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 37- 1- 8 24-48 -94 0.11 1 4 -220 lb -180 lb Drainage must be provided to avoid ponding. Galvanization: G60 25-49 192 0.03 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads 27-50 -458 0.62 1 TC 1 20TC20 50 only unless noted otherwise. REACTIONS 2e-51 100 0.03 1 BC 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ WEB 1 20TC20 50 (if any) have been designed for loads 1 0- 2-12 5.50" 612 -167 This truss is designed using the indicated only. Horizontal loads applied at 2 15- 8- 8 3.501, 1425 0 ASCE7-10 Wind Specification the end of the extensions have not been 3 25- 7- 0 3.50" 870 0 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 4 36-11-12 3.50" 491 -167 Truss Location = Not End Zone otherwise unsupported wall may create a Exp Category = B hinge effect that requires additional design Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). Mean roof height = 18.29 ft, mph = 160 20 psf bottom chord live load NOT required Occupancy Category II, Wind Dead Load = 7.20 pefa this truss, per IBC/IRC requirements for Designed as Main Wind Force Resisting System attics with limited storage. - Low-rise and Components and Cladding Tributary Area = 74 sgft DEFLECTION LOC. ALLOW. LC Vert TL: -0.07" (L/999) 3-4 L/180 45 Vert LL: -0.04" (L/999) 3-4 L/240 45 Horz TL: 0.02" == Joint Locations 1 0- 0- 0 27 34- 5- 9 2 1- 9-10 28 37- 1- 8 3 2- 0- 0 29 0- 0- 0 4 5- 4- 4 30 0- 3- 4 5 5- 5- 8 31 3- 8-12 6 5- 9- 8 32 3-11- 2 7 8- 4-14 33 7- 7-15 8 8- 7- 5 34 7-10- 4 9 11- 9- 3 35 11- 6-15 10 11-11- 9 36 11- 9- 3 11 14-11- 0 37 15- 4- 0 12 15- 1- 1 38 15- 6- 3 13 18- 4- 7 39 15- 8- 8 14 18- 6-12 40 18- 9-11 15 21-10- 0 41 19- 0- 0 16 22- 0- 6 42 22- 0- 4 17 22- 2- 8 43 25- 2- 8 18 22- 6- 2 44 25- 4-12 19 25- 4- 5 45 25- 7- 0 20 28- 3-11 46 29- 2-14 21 28- 6- 3 47 29- 5- 3 22 31- 4- 0 48 33- 0-15 23 31- 8- 0 49 33- 3- 5 24 31- 9- 4 50 36-10- 6 25 34- 0- 6 51 37- 1- 8 26 34- 2- 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 WARNING Read all notes on this sheet and verify all design parameters. WO:Ciuperger TM Tntss design on this sheet is only valid with NL-fRUSS sections and is for an individual building component,not a truss system.Bracing Chk: S shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and NUTRUWhich must be considered by the building designer. 8mciog shown is lateral bracing of truss members only Any additional bracing, Dsgnr: EMW temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineers seal TO Live 20.00 psf Design Spec' AISI-2001 A Precision Steel Framing Product indicatesonly thatthe trussassembly shoswonthis sheetmeetsthe acceptable design criteria forthe loads,loadingcondition,truss configuration and spans specified. TO Dead 15.00 psf Buildg Spec: IRC-2015 If1hen the specified screw court cannot be achieved at the chore(to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides of the connection.Tjpicalljq gusset plates are at pitch break joints." BC Dead 10.00 psf Alin.screw spacing=9.'16"and min,edge distance=9,116'. Date: 3/16/2017 @ 21:10: 2 TOTAL 45.00 psf Seqn S8.1.0 - 7021 Job Name: CIUPERGER Truss ID: H09A Qt : 1 SPACING: 2-0-0 PLY: 1 WEIGHT: 77.24 Tc FORCE Ana. BND cs1 10 SCRWS 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: 2-3 93 0.00 0.15 0.15 1 -SP 1 -530 lb -449 lb Loaded.for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -1392 0.27 0.16 0.40 1 SP- 2 -448 lb -423 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 22- 1- 8 4-5 -1965 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 -2048 0.40 0.28 0.66 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1450 0.29 0.24 0.50 1 -SP BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -1422 0.20 0.20 0.46 1 SP- WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -1515 0.30 0.26 0.54 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -1709 0.34 0.23 0.54 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 1- 2-12 3.50" 1045 208 10-11 -1721 0.34 0.16 0.49 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22- 0- 2 2.75" 950 208 11-12 -1687 0.34 0.22 0.53 1 Truss. Location = Not End Zone otherwise unsupported wall may create a 12-13 -1418 0.29 0.22 0.49 1 Exp Category = B hinge effect that requires additional design 13-14 -1323 0.26 0.24 0.48 1 -31? Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 14-15 -617 0.09 0.32 0.41 1 SP- Mean roof height = 12.06 ft, mph = 160 20 psf bottom chord live load NOT required 15-16 -619 0.12 0.64 0.75 1 -SP Occupancy Category II, Wind Dead Load = 7.20 peti this truss, per IBC/IRC requirements for 16-17 0 0.00 0.64 0.64 1 SP- Designed as Main Wind Force Resisting System attics with limited storage. - Low-rise and Components and Cladding EC FORCE AHI. MID CST m SCRWS Tributary Area = 44 sqft 18-19 0 0.00 0.22 0.22 1 19-20 -208 0.00 0.37 0.49 1 -SP DEFLECTION LOC. ALLOW. LC 20-21 999 0.16 0.37 0.52 1 SP-SP 21-22 27 0.00 0.37 0.36 1 SP- Vert TL: -0.19" (L/999) 26-27 L/180 46 22-36 64 0.00 0.07 0.07 1 -9P Vert LL: -0.08" (L/999) 26-27 L/240 46 36-23 353 0.06 0.52 0.58 1 SP-SP Horz TL: 0.11" Cantilever 23-24 1778 0.29 0.20 0.49 1 39- OS 24-25 1412 0.23 0,20 0.43 1 Vert TL: 0.09" (L/169) 18-19 L/ 90 46 25-26 1515 0.19 0.19 0.30 1 Vert LL: 0.05" (L/286) 18-19 L/120 46 26-27 1709 0.29 0.28 0.40 1 _ 27-28 1721 0.28 0.09 0.37 1 TT T m - Joint Locations - ze-z9 1687 0.29 0.09 0.37 1 1_2_12 � ��m NI�'3-0-11 3-0-9 3-0-12 ,i, h 3-2-5 r'� m 1 0- 0- 0 21 1- 7- 1 29-30 1418 0.16 0.29 0.47 i ti �' m- � -� 'i� tll 2 1- 2-12 22 4- 4- 30-31 1323 0.17 0.59 0.59 1 -SP 1-2-12 N a' ^' ^•10-3-13 13d1-6 m 16-7-6 ¢' �-+19-11-12 N N 3 2- 8- 9 23 4- 4- i) 31-32 617 0.10 0.32 0.41 1 OS- 2S 7-1-0 15-0-8 4 2- -14 24 4- 6- 1 4 32-38 153 0.02 0.26 0.28 1 SP- 5 4- 4- 0 25 8- 1- 2 38-33 -62 0.02 0.26 0.27 1 1 2 3 5 9 8 9 11 13 15 16 5 6-10- 1 26 8- 3- 7 33-34 110 0.02 0.49 0.50 1 r 4--- - 7 10 12 14 17 7 7- 1- 0 27 11-11- 9 34-35 0 0.00 0.49 0.50 1 61 00 8 7- 3- 2 28 12- 1-14 9 10- 1- 9 29 15-10- 2 17E3 FORCE c91 To SCRwS 10 10- 3-13 30 16- 0- 5 23-37 161 0.52 1 9P- T T 11 13- 4- 6 31 19- 9-13 37-5 -254 0.14 1 I ( 12 13- 6-10 32 19-11-12 32-39 538 0.37 1 9P- 13 16- 7- 6 33 19-1i-12 39-15 -330 0.21 1 -SP Z'=\114 16- 9- 7 34 21-11- 2 1-18 -57 0.01 1 3-11-8 3 -83-11-8 15 19-11-12 35 22- 1- 8 2-19 140 0.02 1 16 21-10- 6 36 4- 4- 0 : �3-20 -1574 0.60 1 SS-19 I S 17 22- 1- 8 37 4- 4- 0 21-36 1061 0.49 1 SP-SP 1 �3S 2S 18 0- 0- 0 38 19-11-12 a-37 eo2 0.13 1 0-5-0 19 1- 2-12 39 19-11-12 6-24 SSG 0.40 1 20 1- 4-14 e-25 370 0.07 1 9-26 -357 0.33 1 1-1-0 B1 B2 10-27 107 0.02 1 W:308 W:212 11-28 116 0.05 1 R1045 11:950 12-29 -425 0.45 1 4-fir530 2-2-12 U:-448 13-30 458 0.13 1 14-31 -961 0.42 1 SP-9P 20 24 26 22-1�-y,�� 30 32 3 16-39 1066 0.44 1 SP-SP �18 1921 2224 25 27 29 3R3 34 34-38 309 0.07 1 1-2-12 m 3-7-1 3 -2 I� 34.4 vt 3-9-8 07 N =o 17-35 -eoo 0.92 1 1_2_12 � N�a 8-1-2 m 11-11-9 ml 15_10-2 t1l 19-9-13 ty 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 veroy all design parameters. Designer: EMw WO:Ciuperger Truss design on this sheet is only valid with A'UT MSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N \TM shonwn on this considered de is not the bull bracing,wind bracing portal bracing or similar bracing which is part of the building design and EnggCutting ngChic: which must be considered by the building designer. Bracing sh0wtn is lateral bracing of truss members only My 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 street 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 @ 21:10: 0 TOTAL 45.00 psf Seqn S8.1.0 - 7022 Job Name: CIUPERGER Truss ID: H09B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 113.19 xc FORCE AXL Bum CSI ID SCRwS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.29 0.29 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES.. per the following schedule: 2-3 -290 0.02 0.03 0.e3 1 1 -192 lb -199 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -29D 0.06 0.44 0.49 1 2 -764 lb -670 lb Mark all interior bearing locations. TC 12.001, 0- 0- 0 33- 7- 2 4-5 179 0.02 0.44 0.45 1 3 -388 lb -343 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 33- 6- 4 5-6 179 0.02 0.38 0.40 1 -sP Type ID SECTION Fy(ksd.) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 746 0.12 0.39 0.50 1 SP- TC 1 20TC20 50 End verticals are designed for axial loads 7-8 746 0.09 0.50 0.50 1 -sP BC 1 20TC20 50 only unless noted otherwise. REACTIONS e-9 -185 0.01 0.38 0.45 1 SF- WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 9-10 -416 0.08 0.34 0.41 1 This truss is designed using the (if any) have been designed for loads 1 0- 1- 6 2.75" 414 -183 10-11 -703 0.14 0.34 0.47 1 ASCE7-10.Wind Specification indicated only. Horizontal loads applied at 2 12-11- 8 3.50" 1883 0 11-12 -910 0.19 0.31 0.48 1 Bldg Enclosed = Yes, the end of the extensions have not been 3 33- 3- 8 5.50" 815 -183 12-13 -961 0.19 0.31 0.49 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 13-14 -817 0.16 0.10 0.25 1 Exp Category = B otherwise unsupported wall may create a 14-15 -038 0.17 OA4 0.29 1 _ Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 15-16 -973 0.18 0.15 0.32 1 Mean roof height = 12.06 ft, mph = 160 consideration (by others). 16-17 -1043 0.20 0.13 0.31 1 Occupancy Category II, Wind Dead Load = 7.20 psEO psf bottom chord live load NOT required 17-18 -833 0.17 0.10 0.2s I -SP Designed as Main Wind Force Resisting System on this truss, per IBC/IRC requirements for 18-19 34 0.01 0.10 0.10 1 SP- - Low-rise and Components and Cladding attics with limited storage. Tributary Area = 67 sqft BC FORCE AXL MM CSI ID SCANS 20-21 183 0.00 0.37 0.37 1 DEFLECTION LOC. ALLOW. LC 21-22 290 0.03 0.23 0.26 1 Vert TL: -0.12" (L/999) 2-3 L/180 42 22-23 290 0.04 0.32 0.32 1 Vert LL: -0.07" (L/999) 2-3 L/240 42 23-24 210 0.00 0.22 0.22 1 Horz TL: 0.02" 24-25 210 0.00 0.22 0.22 1 -SP 25-26 -746 0.15 0.47 0.61 1 SP- ----= Joint Locations =- 26-27 -746 0.15 0.47 0.61 1 -8P 1 0- 0- 0 20 0- 0- 0 27-28 185 0.01 0.40 0.40 1 SP- 2 0- 3- 0 21 4- 1-14 28-29 416 0.05 0.40 0.44 1 3 4- 3-13 22 4- 3-13 29-30 703 0.08 0.54 0.54 1 4 4- 5-13 23 8- 5-11 30-31 910 0.11 0.28 0.39 1 to r+'+ m tl' m •�•+ m .�-r tV 5 8- 7-11 24 8- 7-11 31-32 961 0.12 0.20 0.31 1 0-3-04-0-14 �l .y '`"' n l\ N m m a n 6 8- 9-10 25 12- 9- 8 32-33 810 0.10 0.27 0.37 1 0-3-0 4-3-13 d' m a- m m m �' m .-� }'v' cL .� �i 7 12-11- 8 26 12-11- 6 33-34 824 OAA 0.27 0.37 1 8 16- 4-15 27 13- 1- 9 34-35 914 0.11 0.23 0.34 1 27-6-3 6-0-1 9 16- 7- 3 28 17-10-13 35-36 600 0.07 0.66 0.66 1 -sP 1 3 5 7 8 10 12 1315 16 1719 10 20- 0-10 29 IS- 1- 3 36-37 0 0.00 0.03 0.03 1 SP- 2 4 6 9 11 14 18 11 20- 2-14 30 23- 0-10 12 1 1 wEs FORCE CSI ID SCRws -6.0000 13 27- 4- 5 32 23- 5- 0 1-20 -364 0.44 1 14 27- 6- 3 33 28- 2- 4 2-21 405 0.41 1 15 27- 9- 6 34 28- 4- 9 3-22 -165 0.21 1 16 29- 9- 4 35 28- 6-10 T 4-23 -390 0.83 1 1 17 31-10-11 36 33- 3- 2 5-24 357 0.14 1 3-11-8 3_ g 3-11-8 18 32- 0- 4 37 33- 6- 4 6-25 -936 0.71 1 SP-SP I SHIP 19 33- 6- 4 7-26 -239 0.28 1 l =0-111 8-27 -1231 0.79 1 SP-SP 9-29 742 0.40 1 10-29 -667 0.94 1 11-30 385 0.38 1 1W:212 12-11-8 )W::308 W:508 12-31 -310 0.37 1 R:414 R:1883 R:815 13-32 195 D. 1 U:-199 U:-764 V:-388 15-33 195 0.122 1 16-34 -193 0.15 1 22 24 2R 33-6-4 2Q .31 34 37 17-35 348 0.08 1 t 18-36 -951 0.34 1 SP-SP �20 21 23 2627 28 3032 3335 36 19-37 35 0.01 1 4-1-14 I rn c1 5-14 4-9-4 m 4-11-7 P 4-9-4 -7�4-8-8 4-1-14 ml -13-1-9 17-10-1311m 23-0-10 �28-2 4 �h 33-3-2 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 verify all design parameters. Designer: EMW WO:Ciuperger Tress design on this sheet is only valid with NUTRUSS sections and is form individual building component,note truss system.Bracing Dsgn Chk: S STBfl 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 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 spurts specified. TC Dead 15.00 psf Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf • Date: 3/15/2017 @ 21:10: 6 TOTAL 45.00 psf I Seqn S8.1.0 - 7023 Job Name: CIUPERGER Truss ID: H10A Qt : 1 SPACING: 2- 0- 0 . PLY: 1 WEIGHT: 84.20 Tc FORCE AxL BND car m Scmes UPLIFT REACTIONS) THIS DESIGN IS THE, COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -26 0.00 0.15 0.15 1 Support C&C Wind Main Wind Non-Wind - MULTIPLE LOAD CASES, per the following schedule: 2-3 93 0.00 0.15 0.15 1 -SP 1 -516 lb -441 lb Loaded for 10 PSF non-concurrent BOLL, max o.c. from to 3-4 -1399 0.27 0.14 0.39 1 SP- 2 -472 lb -435 lb Drainage must be provided to avoid ponding. TC 12.001' 0- 0- 0 22- 1- 8 4-5 -1947 0.38 0.14 0.51 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 -1994 0.39 0.09 0.48 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1501 0.30 0.24 0.51 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-a -1491 0.29 0.36 0.62 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -1168 0.23 0.36 0.57 1 -SP This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -1209 0.24 0.08 0.31 1 SP- ASCE7-10 Wind Specification the end of the extensions have not been 1 1- 2-12 3.50" 1045 262 10-21 -1276 0.26 0.24 0.48 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22- 0- 2 2.75" 950 262 11-12 -1280 0.26 0.31 0.54 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -1054 0.21 0.31 0.50 1 Exp Category = B hinge effect that requires additional design 13-14 -1033 0.21 0.29 0.47 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 14-15 -456 0.07 0.45 0.51 1 Mean roof height = 12.56 ft, mph = 160 20 psf bottom chord live load NOT required 15-16 -454 0.09 0.66 0.75 1 -SP Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for 16-17 0 0.00 0.66 0.66 1 SP- Designed as Main Wind Force Resisting System attics with limited storage. - Low-rise and Components and Cladding Be FORCE AeM Biro CSr m SCRWS Tributary Area = 44 sqft 18-19 0 0.00 0.22 0.22 1 19-20 -262 0.00 0.37 0.49 1 -SP 20-21 1004 0.17 0.37 0.52 1 SP-SP DEFLECTION LOC. ALLOW. LC 21-22 34 0.00 0.37 0.38 1 sP- Vert TL: -0.16" (L/999) 10-11 L/180 46 22-36 64 0.00 0.08 0.08 1 -sP Vert LL: -0.08" (L/999) 10-11 L/240 46 36-23 356 0.06 0.51 0.58 1 SP-SP Horz TL: 0.101, 23-24 1755 0.29 0.16 0.45 1 3S-03 Cantilever 24-25 1462 0.24 0.16 0.40 1 Vert TL: 0.08" (L/182) 18-19 L/ 90 46 25-26 1267 0.16 0.22 0.37 1 Vert LL: 0.05" (L/304) 18-19 L/120 46 26-27 1204 0.15 0.21 0.36 1 28-29 lzeo 0.16 o.ls 0.31 1 1-2� ri7 3-3 m 3-5-13 J 3-6-15 �� ---- Joint Locations -- 1 0- 0- 0 21 1- 7- 1 29-30 1054 0.14 0.30 0.43 1 1-2-12 N �+ v �+ m 12-6-12 m 16-2-12 m `� 19-11-12-12 2 1- 2-12 22 a- 4- 0 30-31 1032 0.17 0.41 0.49 1 9-1-0 13-0-8 3 2- 8- 9 23 4- 4- 0 31-32 ass 0.Oa 0.33 0.39 1 OS-is 1 2 3 5 6 10 11 13 15 16 4 2- 9-14 24 4- 6- 2 32-38 174 0.03 0.20 0.22 1 5 4- 4- 0 25 8- 1- 2 38-33 -63 0.01 0.20 0.21 1 4 7 9 12 14 17 6 6- 6-14 26 8- 3- 7 33-34 84 0.01 0.50 0.50 1 6.0 7 6- 9- 0 27 11-11-10 34-35 0 0.00 0.50 0.51 1 8 8- 9-11 28 12- 1-14 9 9- 1- 0 29 15-10- 3 WEB FORCE car m SCRWS 10 9- 3- 1 30 16- 0- 5 23-37 114 0.51 1 11 12- 6-12 31 19- 9-11 37-5 -169 0.15. 1 -SP 12 12- 8-15 32 19-11-12 32-39 536 0.24 1 13 16- 2-12 33 19-11-12 39-15 -350 0.43 1 14 16- 4-13 34 21-11- 2 1-18 -57 0.01 1 4-11-8 -84-11-8 15 19-11-12 35 22- 1- 8 2-19 140 0.02 1 16 21-10- 4 36 4- 4- 0 3-20 -1584 0.60 1 1a-15 17 22- 1- 8 37 4- 4- 0 21-36 1071 0.54 1 SP-SP QJ 18 0- 0- 0 38 19-11-12 4-37 769 0.13 2 �S 1S 19 1- 2-12 39 19-11-12 6-24 464 0.33 1 I!)-5-0 20 1- 4-14 7-25 -427 0.31 1 8-26 444 0.31 1 10-27 129 0.11 1 1-1-0 131 B2 11-28 84 0.05 1 W:308 W:212 12-29 -356 0.63 1 11'1045 R:950 13-30 412 0.21 1 V:-472 14-32 -062 0.57 1 4- `� 16 1 12-2-12 16-39 996 0.66 1 SP-SP 26 22-1fl-5-2a 30 32 34-38 394 0.08 1 '18 1921 2224 25 27 29 3,1R3 34 17-35 -809 0.47 1 1-2-12 m 3-7-0 3-8-3 v 3$-5 u7 3-9-6 N m 1-2-12 by 8-1-2 ru m 11-11-10Y 1 15.10�3 m 19-9-11 jd7 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:3t16"=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 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 Buildg Spec: IRC-2015 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:10: 3 TOTAL 45.00 psf I Seqn S8.1.0 - 7024 Job Name: CIUPERGER Truss ID: H10B Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 119.44 Tc FORCE = END car ID SCR0.'S UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.30 0.30 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 -225 0.02 0.83 0.83 1 1 -197 lb -201 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -225 0.03 0.45 0.4e 1 2 -789 lb -694 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 33- 7- 2 4-5 116 0.01 0.45 0.45 1 3 -377 lb -340 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 33- 6- 4 s-6 116 0.01 0.39 0.40 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 575 0.09 0.39 0.47 1 TC 1 20TC20 50 End verticals are designed for axial loads 7-8 575 0.07 0.70 0.70 1 -sP BC 1 20TC20 50 only unless noted otherwise. REACTIONS 8-9 -266 0.05 0.44 0.49 1 SP- WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 9-10 -363 0.07 0.47 0.53 1 This truss is designed using the (if any) have been designed for loads 1 0- 1- 6 2.75" 409 -235 10-11 -672 0.13 0.47 0.59 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 12-11- 8 3.50" 1875 0 11-12 -718 0.06 0.67 0.67 1 Bldg Enclosed = Yes, the end of the extensions have not been 3 33- 3- 8 5.50" 824 -235 12-13 -730 0.15 0.04 0.19 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 13-14 -702 0.14 0.21 0.34 1 Exp Category = B otherwise unsupported wall may create a 14-15 :032 0.21 0.27 0A6 1 Bldg Length = 92.85 ft, Bldg Width = 76.33 £thinge effect that requires additional design 15-16 -1036 0.19 0.27 0.44 1 Mean roof height = 12.56 ft, mph = 160 consideration (by others). 16-17 -849 0.17 0.15 0.31 1 -sP Occupancy Category II, Wind Dead Load = 7.20 psYO psf bottom chord live load NOT required 17-18 39 0.01 0.15 0.15 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 wa, B14D cs1 IB SCRWS Tributary Area = 67 sgft 19-20 235 0.00 0.36 0.36 1 DEFLECTION LOC. ALLOW. LC 20-22 251 0.03 0.24 0.26 1 21-22 251 0.03 0.33 0.33 1 Vert TL: -0.13" (L/999) 11-12 L/180 41 Vert LL: -0.07" (L/999) 11-12 L/240 41 22-23 241 0.00 0.22 0.22 1 Horz TL: D.02" 23-24 241 0.00 0.22 0.22 1 24-25 -575 0.12 OAS 0.58 1 Joint Locations 25-26 -575 0.12 0.49 0.58 1 -SP - - =--- 26-27 266 0.03 0.38 0.40 1 sP- 1 D- D- D 19 D- D- D 27-28 363 0.04 0.38 0.42 1 2 0- 3- 2 20 4- 1-12 28-29 672 0.09 0.so 0.50 1 3 4- 3-13 21 4- 3-13 29-30 710 0.09 0,28 0.36 1 m ry 4 4- 5-15 22 8- 5- 9 30-31 728 0.09 0.30 0.38 1 0-3-3 2 4-0-12 4 ti ` m tom r; m1P 5 8- 7-11 23 8- 7-11 31-32 860 0.11 0.30 0.40 1 m�a�', Vr ��ti V�[� ry N m �'y (.y 6 8- 9-12 24 12- 9- 7 32-33 096 0.11 0.22 0.33 1 0-3-2 4-3-13 7 12-11- 8 25 12-11- 8 33-34 614 0.07 0.62 0.82 1 -SP 25-6-3 I 8-0-1 i 8 16-11- 8 26 13- 1-10 34-35 0 0.00 0.02 0.02 1 SF- �1 3 5 7 8 10 1214 15 16 18 9 17- 1-12 27 17-10-14 2 4 6 9 0 21 17 10 21- 1-10 28 18- 1- 3 WEB FORCE C81 m SMWS 11 21- 3-15 29 23- 0- 8 1-19 -300 0.65 1 -6.0 12 25- 4- 1 30 23- 2-14 z-zo 3se o.a5 1 13 25- 6- 3 31 28- 2- 4 3-21 -180 0.31 1 14 25- 9- 5 32 28- 4- 9 4-22 -346 0.89 1 T 15 28- 9- 4 33 28- 6- 4 5-23 351 0.23 1 I I 16 31-10-11 34 33- 3- 2 T 6-24 -E29 0.79 1 17 32- 0- 4 35 33- 6- 4 7-25 -260 0.45 1 4-11-8 4-9-8 4-11-8 18 33- 6- 4 8-26 -1160 0.63 1 SP-SP SHIP 9-27 646 0.53 1 10-28 -625 0.50 1 0-11 11-29 205 0.22 1 12-30 146 0.13 1 14-31 300 0.49 1 B1 B2 B3 15-32 -280 0.24 I W:212 12-11-8 W:308 W:508 16-33 310 0.06 1 11:409 R1875 R:824 17-34 -975 0.35 1 SP-SP U:-201 U:-789 U:-377 16-35 25 0.00 1 21 24 2�s 33-6-4 2H 3n 22 5 119 20 22 2426 27 29 3133 34 4-1-12 m m 5�4- 4-9-5 I ra 4-11-5 14-11 6 4-8-14 �I y 4-1 12 ��a �m 3-1-10 17-10-14t1m 23-0 8 �1� 28-2 4 ��33 3-2 c6 r93P 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:1t8"=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: NU T ^STM shown on this drafting is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: I ivy 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 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 @ 21:10: 8 TOTAL 45.00 psf Seqn S8.1.0 - 7025 Job Name: CIUPERGER Truss ID: H11A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 91.55 Tc FORCE Axr. tram CS1 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 0.15 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 94 0.00 0.15 0.15 1 -sF 1 -499 lb -432 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -1376 0.26 D.14 0.39 1 SP- 2 -499 lb -449 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 22- 1- 8 4-5 -1960 0.38 0.14 0.51 1 Type ID SECTION Fy(ksi) Joints End verticals are desig ned for axial loads BC 12. 0" 0- 0- 0 22- 1- 8 5-6 -2016 0.38 0.22 0.61 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1386 0.29 0.36 D.61 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -1553 0.29 0.40 0.68 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -926 0.19 0.37 0.54 1 -SP This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 9-10 -1006 0.20 0.01 0.21 1 SP- ASCE7-10 Wind Specification the end of the extensions have not been 1 1- 2-12 3.50" 1045 314 10-22 -1001 0.20 0.12 0.31 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22- 0- 2 2,75" 950 314 11-12 -966 0.19 0.23 0.40 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -835 0.17 0.23 0.38 1 Exp Category = B hinge effect that requires additional design 13-14 -761 0.3.5 0.23 0.37 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 14-IS -359 0.05 0.31 0.36 1 Mean roof height = 13.06 ft, mph = 160 20 psf bottom chord live load NOT required 15-16 -357 .0.07 0.67 0.74 1 -SP Occupancy Category II, Wind Dead Load = 7.20 pefi this truss, per IBC/IRC requirements for 16-17 0 0.00 D.67 0.67 1 SP- Designed as Main Wind Force Resisting System attics with limited storage. - Low-rise and Components and Cladding BC FORCE Aaz, Btm cal ID SCRWS Tributary Area = 44 sgft 18-19 0 0.00 0.22 0.22 1 19-20 -314 0.00 0.37 0.49 1 -SP 20-21 981 0.16 0.37 0.52 1 SF-SP DEFLECTION LOC. ALLOW. LC 21-22 35 0.00 0.39 0.38 1 sP- Vert TL: -0.19" (L/999) 7-8 L/180 46 22-36 65 0.00 0.09 0.09 1 -SP Vert LL: -0.09" (L/999) 7-8 L/240 46 36-23 340 0.06 O.S1 D.57 1 SP-SP Horz TL: 0.09" 23-24 1766 0.29 0.17 0.46 1 3S- On Cantilever 24-25 1370 0.23 0.17 D.39 1 Vert TL: 0.08" (L/174) 18-19 L/ 90 46 25-26 1314 0.17 0.21 0.37 1 Tm Vert LL: 0.05" (L/293) 18-19 L/120 46 27-28 1001 0.13 0.12 0.25 1 1-21-212 m 3-2-5 m 3-1-13 m m�� �I 3-1-4 �� Joint Locations - 28-29 966 0.12 0.14 0.26 1 1-2-12 -+ c'v -+ a'7-6-5 10-9-13 �' =` C+ `� N 19-11-12 1 0- 0- 0 21 1- 7- 1 29-30 835 0.11 0.33 0.43 1 _ 2 1- 2-12 22 4- 4- 0 30-31 761 0.13 0.45 0.47 1 1 2 3 5 6 10 11 13 15 16 3 2- 8- 1 23 4- 4- 0 31-32 382 0.06 0.36 0.40 1 Os-is 4 2- 9- 6 24 4- 6- 0 32-39 196 0.03 0.21 0.24 1 4 7 9 12 14 17 5 4- 4- 0 25 8- 0- 2 38-33 -64 0.01 0.21 0.22 1 6.0() 6 7- 6- 5 26 8- 2- 7 33-34 -as 0.01 0,50 0.50 1 7 7- 8- 0 27 11-10- 8 34-35 0 0.00 0.50 0.51 1 8 10- 9-13 28 12- 0-14 9 11- 1- 0 29 15- 8-15 WEB FORCE CS1 In SCRWS 10 11- 3- 2 30 15-11- 5 23-37 138 o.SI 1 11 13- 8-14 31 19- 9- 9 37-5 -201 0.16 1 -SP 12 13-11- 4 32 19-11-12 32-39 556 0.17 1 13 16- 8- 3 33 19-11-12 39-15 -334 0.67 1 t t 14 16-10- B 34 21-11- 2 1-10 -59 0.01 1 5-11-8 $5-11-8 15 19-11-12 35 22- 1- 8 2-19 145 0.02 1 16 21-10- 4 36 4- 4- 0 3-20 -156S 0.58 1 1S-13 17 22- 1- 8 37 4- 4- 0 21-36 1041 0.56 1 SP-SP 18 0- 0- 0 38 19-11-12 4-37 803 0.13 1 S 19 1- 2-12 39 19-11-12 6-24 sse 0.67 1 Z S 1s 20 1- 4-14 7-25 -496 0.40 1 T-0-5-0 lY 8-26 631 0.90 1 10-27 136 0.07 1 11-2e us 0. 1 1-1-0 W308 W:212 12-29 -372 0.71 71 1 13-30 484 0.41 1 R:1045 11:950 14-31 -771 0.61 1 4�1�499 2-2-12 U:-499 16-39 959 0.95 1 SP-SP 34-38 425 0.08 1 20 23 96 3n 32 17-35 -815 0.68 1 �18 1921 2224 25 27 29 3-R3 4 1-2-12 ti m 3-6-2 3 8-7 3-8-1 `{7 3-10-4 i rvI m 1-2-12 ®� ry 8-0-2 ru m 11-10 8 m 15$-15 m 19-9-9 M 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.3/16"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMU 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: ^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 shon,n is lateral brucing 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: 3/15l2017 @ 21:10: 6 TOTAL 45.00 psf Seqn S8.1.0 - 7026 Job Name: CIUPERGER Truss ID: H11 B (fit : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 128.79 Tc FORCE Ana. RHD CSI ID SCRwS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.30 0.30 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -184 0.01 0.93 0.83 1 1 -203 lb -206 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -194 0.03 0.45 0.49 1 2 -818 lb -716 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 33- 7- 2 4-5 73 0.00 0.45 0.45 1 3 -367 lb -335 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 33- 6- 4 5-6 73 0.01 0.40 0.40 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 462 0.08 0.40 0.46 1 TC 1 20TC20 50 End verticals are designed for axial loads 7-4 462 0.06 0.45 0.45 1 -SP BC 1 20TC20 50 only unless noted otherwise. REACTIONS 8-9 -157 0.01 0.36 0.44 1 SP- WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 9-10 -324 0.06 0.41 0.47 1 This truss is designed using the (if any) have been designed for loads 1 0- 1- 6 2.75" 406 -293 10-11 -492 0.10 0.41 0.50 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 12-11- 8 3.50" 1864 0 11-12 -623 0.05 0.40 0.40 1 Bldg Enclosed = Yes, the end of the extensions have not been 3 33- 3- 8 5.50" 834 -293 12-13 -627 0.13 0.09 0.21 1 Truss Location = Not End Zone considered unless shown. A drop-leg to an 13-14 -773 0.05 0.77 D.77 1 Exp Category = B otherwise unsupported wall may create a 14-15 -907 0.16 0.41 0.57 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 15-16 -1044 0.07 0.53 D.53 1 Mean roof height = 13.06 ft, mph = 160 consideration (by others). 16-17 -898 0.18 0.28 0.44 1 -91? Occupancy Category II, Wind Dead Load = 7.20 ps20 psf bottom chord live load NOT required 17-18 52 0.01 0.29 0.29 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. Dc FORCE wtn EaM Cal ID SCRWS Tributary Area = 67 sgft 19-20 293 0.00 0.36 0.36 1 DEFLECTION LOC. ALLOW. LC 21-22 301 0.02 0.34 0.34 1 20-2 301 0.02 0. 4 0. 1 Vert TL: -0.12" (L/999) 2-3 L/180 42 22-23 275 0.00 0.22 0.22 1 Vert LL: -0.07" (L/999) 2-3 L/240 42 23-24 275 0.00 0.22 0.22 1 Horz TL: 0.021' 24-25 -462 0.09 0.50 0.58 1 25-26 -462 0.09 0.50 0.58 1 -SP --- Joint Locations _ 26-27 241 0.01 D.39 0.39 1 SP- 1 0- 0- 0 19 0- 0- 0 27-26 324 0.04 0.39 0.42 1 2 0- 3- 3 20 4- 1-11 28-29 492 0.06 0.45 0.45 1 m 3 4- 3-13 21 4- 3-13 29-30 623 0.08 0.34 0.40 1 0-3-3 4-0-11 r1", `P r1�n `/' m '�-' n 4 4- 6- 0 22 8- 5- 8 30-31 621 0.08 0.27 0.34 1 -t ep do tD �'' �' 5 8- 7-11 23 8- 7-11 31-32 980 0.11 0.31 0.41 1 0-3-3 4-3-13 d' a' m t� '� " " a' l' �' 6 8- 9-13 24 12- 9- 5 32-33 882 0.11 0.31 0.41 1 23-6-3 10-0-1 7 12-11- 8 25 12-11- 8 33-34 650 0.07 0.99 0.69 1 -SP t 8 16- 3- 6 26 13- 1-12 34-35 0 0.00 0.01 0.01 1 SP- �1 3 5 7 8 10 12 1415 . 16 18 9 16- 5-12 27 17-10-13 2 4 6 9 11 13 I 17 10 19- 9-10 28 18- 1- 3 WEB FORCE cal ID SCRW3 -6.00 11 19-11-15 29 23- 0-10 1-19 -376 0.e7 1 12 23- 4- 2 30 23- 2-14 2-20 330 0.52 1 13 23- 6- 3 31 23- 4-13 3-21 -177 0.41 1 14 27- 7- 0 32 28- 3- 0 4-22 -312 0.95 1 15 27- 9- 4 33 28- 4- 9 5-23 343 0.32 1 T 16 31-10-11 34 33- 3- 2 6-24 -770 0.92 1 17 32- 0- 4 35 33- 6- 4 7-25 -231 0.53 1 5-11-8 9-8 5-11-8 18 33- 6- 4 e-26 -1056 0.66 1 SP-SP HIP 9-27 742 0.90 1 10-28 -644 0.58 1 11-29 333 0.64 1 0-11 12-30 149 D.06 1 14-31 -358 0.79 1 15-32 130 0.02 1 B1 12-11-8 132 B3 16-33 254 0.04 1 W:212 W:308 W:508 17-34 -1032 0.37 1 SP-91? R:406 R:1864 R:834 18-35 10 0.00 1 U:-206 U:-818 U:-367 21 23 25 33-6-4 2a fin 3g_ 35 19 20 22 2426 27 2931 32 34 4-14 I -614 1 I 1 4-9- m 4-11-7 +4-10-3 4-10-9 4-1-11 ��m13-1-12 17-10-13` m !3 10 � 28-3-0 1� �33-3-2 t�3 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 NU-TRUSS sections and is for an individual building component,note truss system.Bracing Dsgn Chk: S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is pan of the building design and Engg Chk: NUTRUwhich must be considered by the building designer. Bracing shovn 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 @ 21:10: 1 TOTAL 45.00 psf 1 Secin S8.1.0 - 7027 Job Name: CIUPERGER Truss ID: H12A Qt : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 96.03 Tc FORCE AX. END cal ID SCAwa UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -26 0.00 0.15 0.15 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 -479 lb -422 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -1395 0.27 0.15 0.39 1 SP- 2 -529 lb -470 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 22- 1- 8 4-5 -1956 0.38 0.1.5 0.51 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 -2020 0.40 0.15 0.54 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 6-7 -1428 0.28 0.21 0.47 1 BC 1 20TC20 50 Extensions above or below the truss profile 7-8 -1501 0.30 0.21 0.49 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 8-9 -1042 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 -1081 0.20 0.49 0.68 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 1- 2-12 3,50" 1045 359 10-11 -660 0.13 0.49 0.62 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 22- 0- 2 2.75" 950 359 11-12 -014 0.16 0.10 0.25 1 Truss Location = Not End Zone otherwise unsupported wall may create a 12-13 -687 0.14 0.21 0.33 1 Exp Category = B hinge effect that requires additional design 13-14 -662 0.13 0.31 0.43 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 ftconsideration (by others). 14-15 -297 0.05 0.42 0.46 1 Mean roof height = 13.56 ft, mph = 160 20 psf bottom chord live load NOT required 15-16 -295 0.06 0.60 0.73 1 -SP Occupancy Category II, Wind Dead Load = 7.20 pefa this truss, per IBC/IRC requirements for 16-17 0 0.00 0.68 0.60 1 SP- Designed as Main Wind Force Resisting System attics with limited storage. - Low-rise and Components and Cladding ec FORCE A:c. END cal ID SCRX3 Tributary Area = 44 sgft 1e-19 0 0.00 0.22 0.22 1 19-20 -359 0.00 0.37 0.49 1 -SP 20-21 1000 0.17 0.37 0.52 1 SP-SP DEFLECTION LOC. ALLOW. LC 21-22 41 0.00 0.37 0.38 1 SP- 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 36-23 354 0.06 0.51 0.5a 1 SP-SP HOTz TL: 0.09" 23-24 1767 0.29 0.17 0.46 1 3S-OS Cantilever 24-25 1399 0.23 0.17 0.40 1 �. Vert TL: 0.09" (L/173) 18-19 L/ 90 46 25-26 1298 0.17 0.25 0.41 1 1-2-12 N N m2-11-11 2-8-5 N3-0.13 3-1-8 A 3-4-14 n Vert LL: 0.05" (L/293) 18-19 L/120 46 26-27 1111 0.14 0.25 0.38 1 1 ��' t{h�Y� d, Fy c 27-28 889 0.11 0.21 0.32 1 1-2-12 'a7-3-11 10-0-0 16 -13-3-2 16-0-10 � 19-11-12 � � - Joint Locations 26-29 819 0.10 0.21 0.31 1 1 0- 0- 0 21 1- 7- 1 29-30 667 0.09 0.31 0.39 1 1 2 3 5 13-1-06 8 1012 13"0$ 15 16 2 1- 2-12 22 4- 4- 0 30-31 662 0.09 0.93 0.63 1 4 9 11 3 17 3 2- 8- 9 23 4- 4- 0 4 2- 9-14 24 4- 6- 1 31-32 220 0.04 0.24 0.27 1 OS-1S 5 4- 4- 0 25 8- 1- 1 32-33 -64 0.01 0.24 0.24 1 6.00 6 7- 1-13 26 8- 3- 7 38-33 -64 0.01 0.24 0.24 1 33-34 -97 0.01 0.50 0.50 1 7 7- 3-11 27 11-11- 9 34-35 0 0.00 0.50 0.51 1 8 10- 0- 0 28 12- 1-14 9 10- 2- 5 29 15-10- 0 WEB FORCE CS1= BMWs 10 12- 9-11 30 16- 0- 5 23-37 142 0.51 1 11 13- 1- 0 31 19- 9- 9 37-5 -210 0.18 1 12 13- 3- 2 32 19-11-12 32-39 557 0.14 1 13 16- 4-10 33 19-11-12 39-15 -338 0.95 1 t 14 16- 6-14 34 21-11- 2 1-18 -57 0.01 1 6-11-8 $6-11-8 15 19-11-12 35 22- 1- 8 2-29 152 0.03 1 16 21-10- 4 36 4- 4- 0 3-20 -1579 0.60 1 1S- Ss 17 22- 1- 8 37 4- 4- 0 21-36 1066 0.60 1 SP-SP 18 0- 0- 0 38 19-11-12 4-37 786 0.13 1 19 1- 2-12 39 19-11-12 6-24 537 0.58 1 S 20 1- 4-14 7-25 -390 0.30 1 z S 15 8-26 499 0.53 1 MD-5-0 t7' - 9-27 -589 0.97 1 10-28 607 0.84 1 12-29 -325 0.86 1 1-1-0 B1 62 13-30 420 0.49 1 W:308 W:212 14-31 -749 0.80 1 RA045 R:950 16-39 942 0.48 1 SP-SP 34-38 494 0.09 1 4-�-�79 { �g 12-2-12 , '"5 17-35 -819 0.92 1 ZfJ 2R 2R 118 1921 2224 26 27 29 31H3 34 1-2-12 ' 3-7-0 I n 3-8-2 3-8-21- 16- 1-2-12 y�^ N� 8-1-1 mlm 11-11-9 1� 10-0 m � 19-9-9 m d, N r� 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 NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N �TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing whhich 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 Engineei 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-2016 BC Live 0.00 psf BC Dead 10.00 psf Date: 3/15/2017 @ 21:10: 9 TOTAL 45.00 psf Seqn S8.1.0 - 7028 Job Name: CIUPERGER Truss ID: H12E Qt : 1 SPACING: 2-0-0 PLY: 1 WEIGHT: 136.73 . TC FORCE AXL Into cal ID SCRws UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-z 0 0.00 0.30 0.30 1 support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -151 0.01 0.93 0.83 1 1 -204 lb -202 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -151 0.02 OAS 0.47 1 2 -859 lb -750 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 33- 7- 2 4-5 64 0.01 0.45 0.45 1 3 -344 lb -325 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 33- 6- 4 5-6 64 0.01 0.40 0.40 1 Type ID SECTION Fy(ksi) Joints Drainage must be provided to avoid ponding. Galvanization: G60 6-7 409 0.07 0.40 0.45 1 TC 1 20TC20 50 End verticals are designed for axial loads 7-8 409 0.05 0.81 0.61 1 -sP BC 1 20TC20 50 only unless noted otherwise. REACTIONS 0-9 -221 0.04 0.54 0.58 1 SP- WEB 1 20TC20 50 Extensions above or below the truss profile BRG X-LOC SIZE REACT HORIZ 9-10 -275 0.03 0.67 0.67 1 This truss is designed using the (if any) have been designed for loads 1 0- 1- 6 2.75" 398 -341 10-11 -479 0.09 0.19 0.26 1 ASCE7-10 Wind Specification indicated only. Horizontal loads applied at 2 12-11- 8 3.50" 1878 0 11-12 -310 0.06 0.43 0.49 1 Bldg Enclosed = Yes, the end of the extensions have not been 3 33- 3- 8 5.50" 833 -341 . 52-13 -745 0.13 0.44 o.s6 I Truss Location = Not End Zone considered unless shown. A drop-leg to an 13-14 -678 0.13 0.37 0.49 1 Exp Category = B otherwise unsupported wall may create a 14-15 -1052 0.22 0.22 0.43 1 Bldg Length = 92.85 ft, Bldg Width = 78.33 fthinge effect that requires additional design 15-16 -1042 0.19 0.22 0.40 1 Mean roof height = 13.56 ft, mph = 160 consideration (by others). 16-17 -872 0.17 0.20 0.36 1 -SP Occupancy Category II, Wind Dead Load = 7.20 ps80 psf bottom chord live load NOT required 17-18 44 0.01 0.21 0.21 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. sc FORCE Jum sam CSI 10 SCRwS Tributary Area = 67 sgft 19-20 341 0.00 0.35 0.35 1 20-21 347 0.02 0.24 0.25 1 DEFLECTION LOC. ALLOW. LC 21-22 347 0.02 0.35 0.35 1 Vert TL: -0.13" (L/999) 2-3 L/180 42 22-23 325 0.00 0.22 0.22 1 Vert LL: -0.07" (L/999) 2-3 L/240 42 23-24 325 0.00 0.22 0.22 1 Horz TL: 0.03" 24-25 466 0.00 0.51 0.50 1 25-26 466 O.oe 0.51 0.58 1 -9P -= Joint Locations =-- 26-27 273 0.02 0.36 0.30 1 SP- 1 0- 0- 0 19 0- 0- 0 27-29 275 0.03 0.36 0.39 1 2 0- 3- 3 20 4- 1-10 28-29 497 0.06 0.37 0.41 1 m v 3 4- 3-13 21 4- 3-13 29-30 Fes 0.07 0.37 0.43 1 0-3� 4-0-10 �; i,= ., m �4$-9� � Lh � ,� 14 4- 6- 1 22 8- 5- 7 30-31 723 0.09 0.48 0.48 1 0-3-3 4-3-13 asV '�' r`x 21-9-7 r7 - m rA ;t 'f' � 5 6- 7-11 23 9- 7-11 31-32 991 0.1.1 0.31 0.42 1 6 8- 9-14 24 12- 9- 5 32-33 891 0.11 0.25 0.36 1 21-6-4 12-M 7 12-11- 8 25 12-11- 8 33-34 633 0.07 0.59 0.58 1 -SP 1 3 5 7 8 1012 13 15 Isla 8 17- 0-10 26 13- 1-11 34-35 0 0.00 0.o1 0.01 1 EP- 2 4 6 9 11 14� 17 9 17- 2-14 27 17-10-14 -6.00 10 21- 4- 2 28 18- 1- 3 w En FORCE esI TVsmws 11 21- 6- 4 29 23- 0- 8 I-19 -368 0.41 1 12 21- 9- 7 30 23- 2-14 2-20 306 0.56 1 13 24-10- 2 31 26- 4- 1 3-21 -168 0.49 1 14 25- 0- 4 32 28- 6- 4 4-22 -310 0.45 1 15 28- 6- 4 33 28- 7-12 5-23 353 0.42 1 16 31-10-10 34 33- 3- 2 6-24 -744 0.65 1 17 32- 0- 4 35 33- 6- 4 7-25 -251 0.73 1 6-11-8 1 6-9- 6-11-8 18 33- 6- 4 e-26 -1052 0.92 1 SP-SP 9-27 597 0.91 1 �SI'IIP 10-29 -548 0.74 1 12-29 560 1.00 1 13-30 -459 0.94 1 0-11_ 14-31 319 0.64 1 15-32 -258 0.23 1 16-33 287 0.05 1 W 212 12-11-8 W:308 W:508 17-3 -1006 0. 1 SP-SP R:398 R:1878 R•833 19-35 is o.00 o0 1 U:-204 U:-859 U:-344 l 21 23 25 33-6-4 2a 3n 32 *19 20 22 2426 27 29 3133 34 44-10 m m 6�4 1 l 4-9-3 n7 4-11-5 5-1-3 - �4-7 6 �I� 4-1-10 �� 4�m13-1-11 17-10-14��� 23 0 8 �lry 28 4-1 ���33-3-2 tglm 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:118"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: EMw WO:Ciuperger Tnlss design on this sheet is only valid with A'UTRUSS sections and is for individual building component,not a truss system.Bracing Dsgn Chk: NUTRUS ^TM sho%vn on this drawing,is not erection bracing,wind bracing,portal bracing or similar bracing,wiIich is part ufthe building design and Engg Chk: v\ which must be considered by the building designer. Bracing shoµa 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 thatihe trussassembly shownonthis sheetmeetsthe acceptable design criteria forthe loads,loadingcondition,truss configuration and spars 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 Seqn S8,1.0 - 7029