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Plans (47) • Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 Job Reference(optional) • Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries.Inc.Fri Nov 27 10:56:22 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhgl HMTHTkUyEzqd ,oma fl-1n-1411 1-0-0 1 1 1-2-0 II 1-Q-2 1 1 1-0-8 1 1-6-o 1 Scale=1:36.4 3x4= 5x5 = 4x6= 3x4 = 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4 11 3x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 \ / \. / -\'/N /\. X_ .. / -N - o o e o o ❑ a a o•/ NI/ -e 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 114x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 1 1-1-0 1 18-6-8 1 21-4-0 1 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- 11:Edge,0-1-81,[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=100910,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=-1540/0,11-12=-1540/0;12-13=-1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=3f/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. .D P R QFE 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �<(� G�N SS at the bearings.Building designer must provide for uplift reactions indicated. �'. �fiN E a Q2 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '9 be attached to walls at their outer ends or restrained by other means. ' 4 - 870 2 P E 6)CAUTION,Do not erect truss backwards. , 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). >N LOAD CASE(S) Standard -y 4) OREG N r zti '9 ,, O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 0 BER 1 Uniform Loads(plf) OSa NE��Q' Vert:22-35=-8,1-21=80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 OG WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11.-II WE' Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not j a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. • .• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996178 PL15-399_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 I D:zs2ygYHMYItl_Z1 p9y 1211 yAg??-N RROm6YgOIRMsLMsi2?No02421 ExQ7xQa711 GwyEzqc 1 1-0-0 1 1 1-1-10 I I 1-2-0 I P-7-2 11 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1B 19 a o a o a a o o 11. a o j0''\ ,/ N 4/ 1\ if N\-/0' 1\ 4/ N -\ , 'N /A'N 9 iN o a o a oe a o o e - 30 29 28 27 26 25 24 23 22 21 20 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4 =- 14-2-2 14-2-2 I 13-0-2 13-7-2I 1 19-11-4 1 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- )14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina- YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '<c\'' ��p PRpFFSS co\-7 N�INF�� /p�'y 87022PE r ../641,....; AjL (1.9OREGON �Qki 006 SER \\\,P� A H ECk EXPIRES:06/30/2017 November 30,2015 6 9 oa WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 11AI!E' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not =. -,a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracingM . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 • Job Referen optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7 KpyEzga 1 1-10-8 1 p-13-14 1-0-0 1 1 1-2-0 1 i 1-0-2 1 11-3-12 11-3-0 1 Scale=1:38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 354= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 7-9 I.- -\ / N / N / .c.-/ .\ Z Z N ./ \V 'N. 9 e e e v • q v v .o - CI 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 2-1-8 I 12-10-14 1i.-5-11 1 19-7-0 I 22-4-12 1 2-1-8 10-9-6 0-7-0 b-7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=838(LC 6) Max Gray 34=1731(LC 3),23s'1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=1486/0,10-11=-1563/0,11-12=-1563/0,12-13=1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. - - 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���D P R ore rS 3)Refer to girder(s)for truss to truss connections. '\ �' 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. ,N5 IGN�,NE�9 /O� 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 44 '9 be attached to walls at their outer ends or restrained by other means. 4::t- . 870 2 P E -s" 6)CAUTION,Do not erect truss backwards. .'- f', , (I) cv -y ' ti� � �, OREGON ti 'A 0oFj1BER .\ PCO S #4. HO\ EXPIRES:06130/2017 November 30,2015 4 A Op WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 11,_111161!' Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ELEIICII building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Nigel(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.tee Street,Suite 312,Alexandria,VA 22314. ._ Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 I D:zs2ygYHMYItI_Z1 p9y 12t1 yAg??-nO7W08aYgDgwjo5ROAY4PfgdN VLEdQdsG5FhtFyEzgZ 1 1-3-0 I 1-5-0 1 i 1-5-6 1 2-0-0 1 1 1-2-0 I Scale c 1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 �I�� `: o 0 0 .o o N,I 400°°.°P. .."11 .... IIIII%%%%44,, .,000........° 9 o_ e e a e7. Er 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— ]8:0-1-8,Edge],(17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=-2337/0,10-11=1912/0,11-12=-1912/0,12-13=-1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 • NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��9F R QFE �C � 6'SNGE� J0� �� R 2 cc 87022Pf 9r".. 7cC •%, OR GON 09 44./ 0r, s• ER -\r` PCO SA HEp`� EXPIRES:06/30/2017 November 30,2015 4 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/03/2015 BEFORE USE. !IL,....1.1111 E' Design valid for use only with Mirek0 connectors.This design is based only upon parameters shown,and is for an individual building coponent,not iriiii a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall •building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing at trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss I Truss Type Qty Ply POLYGON R45996181 PL15-399_UPPER F05 Floor 8 1 I Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon •• 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:27 2015 Page 1 ID:zs2ygYHMYItl Z1p9y12t1yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzqY 1 1-0-0 1 0sA 1 11r 2-0 i fes]1 1-2-0 1 1-2-0 I I 12-0 1 1-2-0 1 Scale=1:36.4 • 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 m el.' / \ /-\. ./ / \. / N / N / \ \ , / N- 9 O ML o O D O I -e a O O 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 4x6 = 3x6=3x6 FP=3x5 = 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4 = 1.5x4 SP= 15.6-14 I 14-4-14 1t11-1f I 21-4-0 1 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1712/0,3-4=-1712/0,4-5=3036/0,5-6=-3036/0,6-7=3981/0,7-8=3981/0, 8-9=-4547/0,9-10=4547/0,10-11=-4727/0,11-12=-4727/0,12-13=4554/0, 13-14=4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=-3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. - 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ���[S P R OI es attached to walls at their outer ends or restrained by other means. ,S 'C' ANG]NF� S'/p 2 87022PE mac- y (-<=>, OREGO ti�Q1ti 'ACOS''$E R \\ p7 A. Heci EXPIRES:06/30/2017 November 30,2015 9 I .20 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1..:.. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Arm building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing • -. - ilek`: • • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon• 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:29 2015 Page 1 ID:zs2ygYH MYltl_Z1 p9y 12t1 yAg??-Cbpf09dRz8CVaGp03J6n 1 H 18ciLmgIUJz2ULTayEzgW 1 1-10-8 1 9-10-1411 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-3-8 I 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 CCT' IIW- -L \lirl\W lir/ W a:-. ..IIIr ‘Iir IIPPPW Wil- c 1 Mir _ _IL_ o 0 P. 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4 = 3x5 = 14-0-14 1 2-1-8 I 12-10-14 1 f-5-1. 1 19-7-0 I 22-7-8 I 2-1-8 10-9-6 7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012JTPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift 22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11=-1570/0,11-12=-1570/0,12-13=-1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 3435=1641/0,33-34=1683/0,32-33=-303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=-7/485,8-30=-362/0,18-23=1021/0,18-24=01878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32=631/0,4-32=0/773,433=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=754/0 NOTES- • 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �“.) P R()Fe. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �'\<G - INE 6'6' G .4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to C�� 'N F9 Q2 be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 870 2 P E tc''0 OREGO `i, i-ci �'A�,rm 8 ER \N P44 'Sr A. He�� EXPIRES:06/30/2017 November 30,2015 t 9 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1,1. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1> . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �{��• LgS� . . . -. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only..Additional temporary and permanent bracing. . • MiTek. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51/7I1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria;VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996183 PL15 399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 • I D:zs2ygYH MYltl_Z1 p9y12t1 yAg??-8_wPRrehVISDpZzOAj8F6iNRgWxGImfbQMzSYSyEzgU 10-10-0 1I 1 1-2-0 1111-111110-9-0 i 0-9-0 110-9-0 10-9-0 110-9-0 10-9-0 I Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 =- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 /\ /\ /\ /\. /\ /\. /\ �- - \7\7\ N 0 0 o mi a o o a ° o- a• o 0 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5 = 4x5= 3x5 = 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 'I -9-141 9 1 20-2-0 I 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,[18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL .40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina- YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1379/0,34=1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=3317/0, 8-9=-3881/0,9-10=3881/0,10-11=-4177/0,11-12=4177/0,12-13=-4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=-3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS • 17-31=-412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,439=897/0,4-38=0/796, 6-38=690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �_0 PROF-o 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. .''` G[N - .0 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,� (GN FR Q2 be attached to walls at their outer ends or restrained by other means. Q 87022PE r 7 '0.2, OREG•N q9 44. 'AOQ��BER �� Q� SA. HecP‘� EXPIRES:06/30/2017 November 30,2015 € 8 E WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED TEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. II A V MI Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a u a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall LS building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . • ilek-is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,05B-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suile 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., ' Beaverton,Oregon - • 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 ID:zs2ygYHMYIU_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMSl6Hlf0i?4vyEzgT 1 1-10-8 1 1:1,1(U.411 1-0-0 I F 1-2-0 I 1 1-0-2 1 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e \ /\ / \ / N0/x.0X. o\2/\ 9/ \ e ,, o \ ic.9., 111.111 _ 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4 = 3x5= 14-0-14 2-1-8 1 12-10-14 l -s-11 1 19-7-0 I 22-4-11 I 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=581(LC 6),35=837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=-1485/0,10-11=-1563/0,11-12=1563/0,12-13=-1268/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=-1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. �� P R Es 2)All plates are 1.5x3 MT20 unless otherwise indicated. �� QF 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '\ S be attached to walls at their outer ends or restrained by other means. „\? (� 1 £_.4 ,Q QO2 4)CAUTION,Do not erect truss backwards. L. -57 `t- 87022PE i r (Ni � �'02., OREGO / (19 4i '''C/OFWSER A. ' P�� SA HO; EXPIRES:06/30/2017 November 30,2015 4 I . WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. W ... Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty..Additional temporary and permanent bracing 1iTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBty Criteria,OSB-89 and BCSI Building Component . Safely Information available from Truss Plate Institute,218 N.Lee Street,-Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton;Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYH MYltl_Z1 p9y 1211 yAg??-YZcY3thaoggog 1 izsshykL?ykjzsV6H26KB69nyEzgR ,off 10-8-4 11 1-2-0 I t .10j 10-9-0 1 0-9-0 1 10-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4 = 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 /_\� '\ \/\/\:'\/ ' - _ \ . \ \O 9 O O' 6 .. .... 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5 = 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4 = 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 14-0-121 1 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 1-17:0-1-8,Edgel,[18:0-1-8,Edgej LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Inc( YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=2518/0,5-6=2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=4267/0,11-12=4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. - 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��''`to P R OFFS 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 't .�\ �' be attached to walls at their outer ends or restrained by other means. cam. `i vG�N> �i9 /O2 87022PE �� • /'.. yfi�j, OREGON 0-10 z o ti I'0 "8E1;0\ Pio Sq HE:� EXPIRES:06/30/2017 November 30,2015 r 9 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1: El E* Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not - " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall AVill building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ilek - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering r Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury 1.1 Dimensions are in ft-in-sixteenths. I � Apply plates to both sides of truss 123 1. Additional stability bracing for truss system,e.g. '`� and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. MINEEINEMMINEMINEENEW 2. Truss bracing must be designed by an engineer.For ®'1116" w ide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I •LBS bracing should be considered. O 3. Never exceed the design loading shown and never pi . stack materials on inadequately braced trusses. °- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 ce-7 cs-b designer,erection supervisor,property owner and plates 0-'ii ' from outside BOTTOM CHORDS all other interested parties. 6 edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. • 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ��� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. �� truss unless otherwise shown. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. • if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. IMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. lir"' 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with NMI project engineer before use. Industry Standards: , Natammomme SEM MM. .0111 ANSI/TPI1: National Design Specification for Metal r 1 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. j,/J -� a10 and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. NIa is not sufficient. ek BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. • Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ®® MilmeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. c 89200PE 4,OREGON ,`u` 0 'ik74, 2 4 011114, ZIP November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 BC: 2x6 KDDF #1&3TR 2- 3=(-1154) 386 5- 6=(-265) 1149 5- 3=(-41) 57 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 6= 12"00. UON. TC SNIP LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.01= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC 00NC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. *" For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 9'- 2.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 .6 '1 ,( Design conforms to main windforce-resisting 5-11-11 3-04-10 5-09-11 system and components and cladding criteria. Qy320# b f2O# 'f Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 V V 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-4x6 M-5x6 9.00 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. , 41100' . o U o 1 a• 5 6 `* 4 o M-3x4 M-3x4 M-1.5x3 M-3x4 0 y y y y 5-09-11 3-08-07 5-07-15 :9200P• 9, JOB NAME : 3413-D POLYGON NW - Al ;000"." Scale: 0.3884 .. /y WARNINGS: GENERAL NOTES, unless otherwise noted: I p C p' 'vL, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .� E. 'y Truss: A 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 'lc. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. n O\ i 2.Design assumes the top and bottom chords to be laterally braced at G �r 3.Additional temporary bracing to Insure stability during construction Dec.. and et 10'o.c.respeanuely unless braced Throughout their length by /p/,,+�' - f. V': . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �/��R 1( �: DATE: 11/30/2015 the overafl structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ [�1 1� SEQ. : K15 612 9 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsiblfity of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D•• LINK design bads be applied to any component. end are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Salm or wedge If EXPIRES:-12/31/2015 5.CompuTrua has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided, p I ove mbe r 30 x101 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I Y r L TPIrWI-CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x4 KDDF #158TR SPACED 24.0" O.C. 2-3=(-576) 204 6-5=(-122) 533 6-3=(-127) 395 WEBS: 2x4 KDDF STAND 3-4=(-576) 204 6-4=(-200) 195 LOADING 4-5=(-759) 226 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIE • TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -85/ 637V -125/ 125H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ) 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" 7-07 7-07 ,' ,r MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 T T f T T 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 9.00 [77 Q 9.00 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), REREload duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 2 9 4414111111406, 1 0 0 f Its A of 1** 6 e* 5 0 M-3x4 M-3x8 M-3x4 0 .1 y y 7-07 7-07 y ,,fit(, D F. Oct s 15-02 yLl�;. N< ,f. ' 8:21:OP,: ,fir" ., JOB NAME : 3413-D POLYGON NW - A2 Scale: 0,3509RWARNINGS: GENERAL NOTES, unions otherwise noted: 1W / /'^ '+K„1.Builder and erection contractor should be advised o1 all General Notes 1.Thia design Is based only upon the parameters shown and Is for an Individual REGVyam , ,4Truss: A2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. Incorporation of component is rhe responsibility of the building dealgner. �'' � .3.Additional temporary bracing to Insure stability during construction 2.Dsslgn assumes the top end bottom chords to be laterally braced elO s Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by 416i - .q'�j -- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), 'I 'L- R`( '�; DATE: 11/30/2015 nthe overaIl structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ - !i 1�1{.• • SEQ. : K15 6 12 9 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D: LINK design loads be applied to any component, end are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if E X P I R E 5:.12/31/201,5 necessary, t fabrication,handing,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPIIW TCA In BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6,6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 BC: 2x6 KDDF #10BTR SPACED 24.0" O.C. 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=( -197) 180 LOADING TC LATERAL SUPPORT 4= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) '' For hanger specs. - See approved plans LL = 25 PIF Ground Snow (Pg) 8'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A, l12ihhhhh..: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 7 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x6 0 1 o ® ®1I I M-3x4 M-3x8 M-4x6 y b1210f 637## y 8-00 d P.R0. 5 ` �NGINL�C1S' 0 4t..- 89200PE ,� JOB NAME : 3413-D POLYGON NW - AGIRD ,, Scale: 0.4369WARN "s `� 1.Builder GENERAL NOTES, unless upnthepotherwise mete 7 , ,7 OREGON �' • 1.Builder and erection contractor should be advised of all General Notes . 1.This design Is based only upon the parameters shown and is for an Individual 7 Truss: AGIRD and Warnings before construction commences, building component.Applicability of design parameters and proper {r ,t` 2.Deo compression web bradng must be Installed where shown�. Incorporation of component is the responsibility of the building designer. 00 'I) - 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the tap and bottom chords to be laterally braced et �. LI•.3, ,r1 2'o.c.and at 10'e.c.respectively unless braced throughout their length by -- �r�7 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). RIO-- DATE: v 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown*+ � SEQ. : Ki5 612 9 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al ail supporta shown.Shim or wedge if EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. V"ovem be r 3�2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I r TPIIWTCA In BCSI,copies of which will be furnished upon request. Ones coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1311.EBR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 BIDE #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) cp LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ =1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" f '1' MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 1 O I i o ".- (-4 ,� I a 0 1 M-3x4 y l 'I 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 q., 892OCPE C , JOB NAME : 3413-D POLYGON NW - AJ1 - IIP,//'.' Scale: 0.6771 _.: . WARNINGS: GENERAL NOTES, unless otherwise noted: .VREGON 1!,/ ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: AJ1 and Warnings before construction commences. building component.Applicability Sr design parameters and proper ... 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. <� ),r_ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et • Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 4, . continuous sheathing such as plywood sheat hing(TC)andlor drywall(BC). '/I 1 1{ '- DAT E: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2.Impact bridging or lateral bradng required where shown+. 1� SEQ. : K 15 612 9 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/201-5 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, pIovember 3Q 302015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces dimes,and placed so their center f tl t TPI/W1CA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc.ICampuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weak) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.076" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 9.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -{ 0' Design conforms to main windforce-resisting �� system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn 0 0 1 011. 111004,M-3x4 1-00 6-00 [PROVIDE FULL BEARING;Jts:2,3,4 I R 0 89200PE• JOB NAME : 3413-D POLYGON' NW - AJ2 . . Scale: 0.5614 '41111111f U '` _ waw' CC WARNINGS: GENERAL NOdesign b unless otherwisentheparameters 7i� OREGON w , 1.Builder and erection contractor should be advised of a0 General Notes 1.This design la based only upon the parameters shown and Is for an Individual Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper Be,,, t 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. • 3.Additional temporary bracing to Insure etablitty during construction 2.Design assumes the top end bottom chards to be laterally braced e1 - O. 4 O Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by --- continuous sheathing such as plywood eheathing(TC)andlor drywell(BC). L1[']-I 1.�,, DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown* • !�j 7 L SEQ. : K 15 612 9 7 4.Na load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and al no lime should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, - T RAN S I D: LINK design bads be applied to any component end are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports sham,Shim or wedge If EXPIRES:-12/31/2015 necessary. fabrication.handling,shipment and Installation of components. 7_Design assumes adequate drainage Is provided. p 1 OVem be r x]I1 r101 C N.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center l V U J V r L I J TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.JCompuTrus Software 7.6.6(1L)-E 11.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3432 3-10=( -89) 317 2x6 KDDF #1&13TR T2 SPACED 24.0" O.C. 2- 3=(-4549) 913 10-11=(-798) 4908 10- 4=( -259) 1451 BC: 2x6 ROOF #1&BTR 3- 4=(-4451) 924 11-12=(-663) 3827 10- 5=(-1361) 301 WEBS: 2x4 ROOF STAND LOADING 4- 5=(-3540) 778 12-13=(-663) 3827 5-11=( -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-9429) 968 13- 9=(-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2555) 552 12- 6=( 0) 136 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 439 8- 9=(-3379) 650 7-13=( -290) 1574 LL = 25 PSF Ground Snow (Pg) 13- 8=( -121) 208 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 5.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 144H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans _ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP 0001 = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 11-06-10 7-11-11 ,r ,r ,1' ,r Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3-11-12 3-11-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 598 Truss designed for wind loads 12 V 12 in the plane of the truss only. M-4x8 M-4x8 9.00 F7 M-3x6 M-4x8 N 9.00 'J' MK T2 6` M-1.5x3 M-1.5x3 O l O isami 10 11 � 12 13 **9 O I M-3x10 M-3x8 0.25" M-1.5x3 M-3x10 M-3x8 0 M-7x8(S) 1440# PRO s 7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 N. 1-00 27-06 =9201 PE c"" JOB NAME : 3413-D POLYGON NW - B1 '` Scale: 0.2294 ""� -.----, t /y. WARNINGS: GENERAL NOTES, unlessIse noted: 10 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only uponr,line the parameters shown and is for an Individual iOR E Q },, 411' Truss: B 1 and warnings before construction commences. building component.Applicability of design parameters and proper f 9s 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. , .; � 2 O .. 2.Design assumes the lop and bottom chords to be laterally braced at L 3,Additional temporary bracing to Insure stability during construction 2's.c.and at 10'o.c.respectively unless braced throughout their length by .© - Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). "`"f ("')`[ ': DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ R.1 lw SEQ. : K 15 612 9 8 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are tat"dry condition"at see. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or wedge It EXPIRES: 12/31/2015 necessary. fabrication.handling.shipment and Installation of components. 7.Design assumesNovember adequate drainage is provided. I V ovem(..,e r 30 201 5 6.This design Is furnished eubJect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size o1 plate In inches. MTs&USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 BC: 2x6 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-662) 146 5-6-(-156) 688 2-6=(-276) 128 WEBS: 2x9 KDDF STAND 3-4=(-988) 138 6-7=( -72) 116 6-3=( -52) 288 LOADING 6-4=(-224) 1174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _,- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" nails staggered: BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" �/�� 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /Y\Y/Y\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" • ** For hanger specs. - See approved plans 6-02-11 1-09-05 1' I. f Design conforms to main windforce-resisting 3-03-13 2-10-14 1-09-05 system and components and cladding criteria. f f Wind: 140 mph, h-21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 9.00 load duration factor=1.6, 3 M-3x4 End vertical(s) are exposed to wind, 4 Truss designed for wind loads �D -! in the plane of the truss only. M-3x4 m IN o M 0 I @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. isAll! o m o I 1 5 6 7 0 M-3x4 M-1.5x3 M-6x8 M-3x8 y . 1121# N5,63:0 ,c1.7231,0# 3-02-01 2-08-13 2-01-01 y 8-00 y PR' ' IN Q� Ss 89200PE JOB NAME : 3413-D POLYGON NW - BGIRD ,/w ��._._-.�. Scale: 0.3864 -:. �-^� 111. 1.WABuilder GENERAL NOTEunless upolhe ise parameter - 7j . OREGON '�'' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: BGIRD and Warnings before construction commences. building composed.Applicability of design parameters and proper `v 2.2x4 compression web bracing must be Installed where shorn+. Incorporation of component Is the responsibility of the building designer, . _r� '1) i..' 3.Additional temporary bracing to Insure stability during construction •2.Design assumes the top and bottom chards to be laterally braced al '. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)end/or drywall(BC). •'f �} -•I DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •( 4 SEQ. : K 15 612 9 9 4.No load should be applied to any component until aRer aI bradng and 4.Installation of Truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, end are for"dry condition"of use. 5.CompuTrus hoe no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/31/201 necessary. j fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center N owe m be r 30,2 0 sy TPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988{MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1n.&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -429) 1890 19- 8=( -207) 891 2x6 KDDF #16.BTR T2 2- 3=(-7419) 2118 13-14=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 BC: 2x6 KDDF #1&BTR LOADING 3- 9=(-5640) 1758 19-15=(-1308) 4972 19- 4=( -13) 369 9-20=( -962) 1832 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 9-15=( -286) 113 20-10=( -126) 251 2x9 9F 2900F A; TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1468 16-18=( -67) 201 15- 5=( -966) 1971 2x4 RODE #1&13TR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5946) 2163 18-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- B=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 952 TC LATERAL SUPPORT <= 12"OC. ION. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 146 BC LATERAL SUPPORT 0= 12"0C. UON. 9-10=(-4779) 1584 17-18=(-1725) 5319 TC CONC LL( 466.7)+DL( 135.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4869) 1558 17- 7=( -270) 659 TO CONC LL( 466.7)+11( 130.7)- 597.3 LBS @ 26'- 0.0" 11-12=) 0) 68 18- 7=( -399) 374 NOTE: 2x9 BRACING AT 24"0C UON. FOR 7-19=( -932) 360 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 5.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX BORIZ. LL DEFL = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 '' '( 1' '1' Design conforms to main windforce-resisting 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 3-11-15 system and components and cladding criteria. f ' ' ,7597.30# '( ' ' x597.30# ' 1' ' 12 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x10 M-5x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 7 5 =M-6x6 M-7x8= M-8x4 9 97,1 .00 load duration factor=1.6, 4114 T2 41.%, Truss designed for wind loads in the plane of the truss only. M-3x4 . -4-'' E=3\\I_ M 1.5x3 M-3x8 A 3 M-5x12 4041111.1% T .. B 13 3 15 r 17' -._=-_. .� I 0 1/ M-7x8 M-3x9 M-4x10 0 16 16 �9 20 1 2 0 I 1 M-1.5x3 M-4x12 0.25 M-3x10 M-3x,10 1 M-3x4+ M-7x10 M-7x8(S) .„,13.75 M-3x4+ � [ P R Q / �12y y y y y y ,y 2-05-082-05-112-07-07 5-10-03 4-11-08 3-11-11 4-01-07 7-06-09 z '1/4, 0 3y y y ` 1N�;c, t4 fi C' 21-0 -05=08 10-09-08 20=09 00 \ - .6 . '� • 34-00 80PE 1-- JOB NAME : 3413-D POLYGON NW - Cl ,/".. Scale: 0.1609 WARNINGS: GENERAL NOdesign is any up an the parameters noted: '•_ OREGON .� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper •� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. , /'5 _'� 2 ♦ �4, 2.Design assumes the lop and bottom chords to be laterally braced at 4 • 3,Addttional temporary bracing to Insure stability during construction -•O. - -T' ,ry Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c,respectively unless braced throughout their length by /�J1,,�' `r� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - -/ �RI LA"' DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ 1 SEQ. : K 15 613 01 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tali bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2015 2 J31/201 5 necessary. t fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. A l ovem be r ry J O 201 J C 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center I tl r L 7PIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc.(CompuTrus Software 7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed - 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 1' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 ,T, MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 �' Design conforms to main windforce-resisting 9.00 ' system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I 0 c o 0 1 M-3x9 y _ 1-00 6-00 .'.,c,, ..0 PR°Fe. •, tJ 'PROVIDE FULL BEARING;Jts:2,4,3 I e' - c`�j, GIiV��r '2 "mow, 8920 PE .-r JOB NAME : 3413-D POLYGON NW - AJ3 ,.�j Scale: 0.9979 /y. WARNINGS: GENERAL NOTES, unless otherwise noted: �„„,_� �� 9: 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual , H �� � Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4/".. jt� t 2.2x4 compression web bracing must be Inslalkd where shown*. Incorporation of component is the responsibility of the building designer, <0: 4]r r�O 4 2.Design assumes the top and bottom chords to be laterally braced at 1 3.Additional temporary bracing to Insure stability during construction 2'o,e.and at 10'o.c,respectively unless braced throughout their length by O - - ' � Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywali(BC). • "&.7 R R I O-.. DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i..- SEQ. : [� S E Q. : K15 613 0 2 4,No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is prodded. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPUWTCA in BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6{1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 177 3-4=( -94) 36 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT G= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.459" p6 MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.007 '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ADD Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '-" Truss designed for wind loads 0 I in the plane of the truss only. 0 0 0 I I A- 10. 5 1111. 1111 , D OFF ...0 1 M-3x4 y y y yPR1-00 6-00 1-05-15 . 'PROVIDE FULL BEARING;Its:2,5,3,4 1 rJ( CjV6'NE' S(> ` 0 . -`Q 89200PE�.�... ►i �` JOB NAME : 3413-D POLYGON. NW - AJ4 .w' '" • Scale: 0.4704 '� • WARNINGS: GENERAL NOTES, unless otherwise noted: `•"""....._. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters sham,and Is for an IndividualOREGO1 I yD, - Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 'J� .f,, 2.2x4 compression web bracing must be installed Where shown+, incorporation of component is the responsibility of the building designer. , I �•, 2 -k-• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced at - 4 L+O (.�R is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - [_ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `l']R%i '- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •('� 1 L SEQ.: K 15 613 0 3 4,No load should be applied to any component until after all bradng and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. November /� 3O,2O 1 5 8.Thla design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center TPUWICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.6.6(1L)-E 10.Far basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3-) 0) 331 8-17=(-132) 673 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 LOADING 4- 5=(-1831) 493 14-16=( -9) 60 13- 5=(-191) 831 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1662) 508 17-10=(-317) 1930 6-15=1 -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 14-15=( 0) 90 8- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"00 DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 68 16- 7=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-17=(-503) 166 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1592V -196/ 196H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 1 '( 1 1 2-07-04 3-06-05 3-10-02 3-03-05 5-05-11 5-03-10 4-10-11 5-01 T f I ' f f f T I Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 M-4x6 9.00 7' 5 M-3x4 M-3x8 N 9.00 Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), j r �` load duration factor=1.6, Truss designed for wind loads M-3X4 in the plane of the truss only. .M-1.5x3 M-1.5x3 3 M-3x6 00A1111111111116 I .F � �tA 13 1 15 - .1 a•: I d )` j"' M-3x8 o M-5x10 146 17 1: 1 0 1 I M-1.5x3 0.25 M-3x8 M-3x6 0l M-3x4+ M-5x8 -M-6x6(5) _ 3.75 M-3x4+ 12 ; y y y y y ��) P R O ttr 92-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 i y y y y ,i l 5` I , ; <01-02-05-08 10-09-08 20-09 1-00 : , ,,\A Vi ..,0. y y 34-00 8PE . JOB NAME : 3413-D POLYGON NW - C2 Scale: 0.1604 - .114.w /y. WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �+R„ 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an Individual '3? 47 OREGON y,, ' Truss: C2 and Warnings before construction commences, building component.Applicability of design parameters and proper A V` 2.Sod compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. �r 2 \ 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .0 J (�. L-O- A 7 o.c.and et 10'o.c,respectively unless braced throughout their length by : -- ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �/41 L i-�]R.I(1�. DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.So Impact bridging or lateral bracing required where shown++ SEQ. : Ni5 613 0 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. - -. - - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, end ere for"dry condition"of use. 5.CoorpuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supporta shown.Shim or wedge If EXPIRES: 12/31/2015 necessary, A' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November ovem ber 30 20+I 1 5 8.This design is furnished subJect to the limitations set forth by 8.Plates shall he located on both faces of truss,and placed so their center r U TPINVTCA In BCSI,copies of which w10 be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate in inches, MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16000 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2157 14- 3=( 0) 331 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1629 14- 4=(-150) 618 WEBS: 2x4 RIDE STAND 3- 4=(-2564) 758 15-17=(-359) 1664 4-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=( -14) 60 15- 5=(-216) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-353) 1601 15- 7=(-534) 204 BC LATERAL SUPPORT <= 12"00. ION. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1411) 534 19-12=(-401) 1430 7-17=( -13) 234 TOTAL LOAD = 42.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 8-10=(-1298) 511 17-18=(-339) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8=( -63) 144 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1718) 577 18- 8=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE 11-12=(-1940) 591 8-19=1-512) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 68 10-19=(-143) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. 19-11=1-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 RODE ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. _----1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" ,I ,I MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" I ' f I MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" /// / A /2-07-04 3-06-05 3-08-01 2-021=03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 1 I f f "1 1 I f '1 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 10-0010-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" / / T 6 9 I f 12 M-4x6 12 M-4x6 Design conforms to main windforce-resisting 9.00 7 5 M-3x4 M-83x8 o Q 9.00 system and components.and cladding criteria. Wind: 190 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3xload duration factor=l.6, PR M-1.5x3+: +.5xM-3x6 �, ,,// 11 15 ! 17: -a �. . c M-3x8 i 3 II M-5x10 M-115x3 0.25' M-3 x8 M-3x6 1 0 M-3x4+ M-5x8 -M-6x6(5) 0 3.75 M-3x4+ 12 p PROF'--y y y y y y y • 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 .c,, (.2 { • y y l y Jl GINE . ! 1-00-05-08 10-09-08 20-09 1-00 .\N , R � ,4. 34-00 ..Ct. �� 8920tPE JOB NAME : 3413-D POLYGON NW - C341111Ve..- Scale: 0.1604 ••:• .r WARNINGS: GENERAL NOTES, unless otherwise notedm ' OR:E.G�N _ Cr, - 1.Builder and erection contractor should be advleed of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. '' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al .O • '1 4, • is the responsibility of the erector.Additional permanent bracing of T o.c,and e110'o.c.rsuch Nelp unless braced throughout their length by -- - continuous sheathing such as plywood q ng(TC)and/or drywall(BC). ' .1( �. DATE: 11/30/2015 the overall structure is the responsibility of the balding designer. 3.2x Impact bridging or lateral bradng required where shown++ 1.4 RL SEQ.: K 15 613 0 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should anydoads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 2/31/201 5 necessary, /� q �,,! �+ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November�j U 2(,1 G 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center J , V J TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center Imes. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-R 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 10-11=(-210) 1514 3-11=(-976) 245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 458 11-12=(-190) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1064) 934 12-13=(-240) 1942 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1084) 934 13- 8=(-239) 1944 5-12=(-187) 100 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 958 6-12=(-152) 556 TOTAL LOAD = 92.0 PIF 7- 8=1-1962) 915 12- 7=(-976) 245 8- 9=( 0) 68 7-13=( 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BIRO AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -250/ 1592V -273/ 273H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 T ' " 'I Design conforms to main windforce-resisting 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 7-02-12 system and components and cladding criteria. T T T 1' 1" T 1' 12 12 Wind: 140 mph, h=29.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 F77 4 M-3x4 • N9.00 load duration factor=l.6, M-3x4 475: Truss designed for wind loads in the plane of the truss only. :1_3)(4 3 , Al' 0 0 Aill • 4 r- hili IrIFl + 4 p 10 11 12 13 p .r�'..'.-.. I I -3x5 • M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 1 . M-5x8(S) M-5x8(5) O PR0Fe 's y y L y y `co �G1NE- /0 .. J' 7-01 6-06-15 6-08-03 6-06-15 7-01 y y : '"'. 'c(`. „.0, , 1-00 34-00 . 1-00 ' 89200PE �" . JOB NAME : 3413-D POLYGON NW - C4 Scale: 0.1602 ,''e WARNINGS: GENERAL NOdesign Is unless olhenMse hepans ate • T . OREGON 44i' 1.Builder and erection contractor should be advised of all General Notes 1.This deslgh Is based only upon the parameters shown and is for an Individual *. Truss: C4 and Warnings before constructIon commences. building component.Applicability of design parameters and proper 1 j� 1�` 2.204 compression web bracing mutt be Installed where shown+, Incorporation of component is the responsibility of the building designer. / '44- . , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced et �. • 4 s Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ---- continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 47 r]RIO-. L, DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.Di Impact bridging or lateral bracing required where shown++ f f L� SEQ. : K15 613 0 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responslbillty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTnrs hes no control over and assumes no responsibility for the 0.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:P I RES: 1 Lf2`/31�2 01 5 necessary. t r U fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November l,.,e r 3� 302015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l V fJ r TP WVTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate ales of plate In Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 11.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=( 0) 294 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 527 12-13=(-314) 1520 3-13=(-475) 232 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 569 13-14=(-183) 1149 13- 4=(-181) 567 LOADING 4- 5=( 0) 0 14-15=(-334) 1442 13- 6=(-19B) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1084) 516 15-10=(-333) 1444 6-14=(-198) 125 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1084) 516 8-14=(-181) 566 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-476) 232 -' 8- 9=(-1502) 569 9-15=( 0) 294 . NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 15-11-11 2-00-10 15-11-11 I 1 '( '1 I MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" 7-02-12 6-06-15 2-02-00-00-08-02 6-06-15 7-02-12 MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" / / / / / f I I I f I f f 14-00 14-00 f .f 5 7 1' •' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-9x6 .M-4x6 9,00 V 4 M-3x4Q 9.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1r 6 .i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-5x8(5) M-5x8(5) in the plane of the truss only. 0.25" 0.25" 0 ••riAlli . 0 • I .?- iAii `wsi ° •• 1 7m - ihh„. o lz 13 14 M-1.5x3 M-3x5 r oI PR I ) -3x5 M-1.5x3 0.25" 0.25" M-5x8(5) M-5x8(S) O s y y .6 .6 .6 .6 C�` c� `I N ' (5). 7-01 6-06-15 6-08-03 6-06-15 7-01 � ,q.0,.. , y y .y .6 1-00 34-00 1-00 ` ' =g200PE -�'c- JOB NAME : 3413-D POLYGON NW - C5 r,. Scale: 0.1602 '" .-..-_ 111 , i • • WARNINGS: GENERAL NOTES, unless otherwise noted: , �('� /'� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,7 ', .1/ OREGON * •A.T r�u S S: .C 5 and Warnings before construction commences. building component.Applicability of design parameters and proper '6�I NVs 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /� r • r-y O Iii5� _ • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O. 1 4, L Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by -- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -�! +r'3 A. lL�. DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f f SEQ.: K 15 613 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - -. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports show,Shim Sr wedge It EXPIRES: 12/31/2015 necessary. • fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided, November o Ve m I,�e r 3 2 0 1 G 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l V lJ J r :J TPI/WFCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ina/CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 68 2-10=(-215) 1690 3-10=(-246) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1946) 912 10-11=(-153) 1374 10- 4=) -60) 472 WEBS: 2x4 KDDF STAND 3- 4=(-1748) 960 11-12=(-153) 1259 4-11=(-615) 289 LOADING 9- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1798) 460 6-12=( -60) 973 TOTAL LOAD = 42.0 PSF 7- 8-(-1946) 412 12- 7=(-246) 209 OVERHANGS: 12.0" 12.0" 8- 9=) 0) 68 LL = 25 PIF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 ROOF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.198" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 1 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 ♦ 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" f 1 '' 1I 1' ' 1 I MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-9x6 9.00 177 N9.00 4.0" Design conforms to main windforce-resisting 5 ,{,( system and components and cladding criteria. . Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) M-5x6(5) load duration factor-1.6, Truss designed for wind loads 0.25" 0 25r, in the plane of the truss only. 4 M-1.5x3 M-1.5x3 3 7 AA)11111,. \ Aill . O O �r �=� ISP O 1 l0 11 12 • - - - I I -3x5 M-3x4 0.25" M-3x4 M-3x5 �I O M-5x8(S) O iiis. 0 PRQFeS J. y J J. y C- G I IV.E' . Sf J. 8-08-03 8-03-13 8-03-13. 8-08-03 y y ,, . � FR ��, , 1-00 34-00 1-00 89200PE Vic"' JOB NAME : 3413-D POLYGON NW - C6 .001111°e:. Scale: 0.1602 ./'y.. WARNINGS: GENERAL NOTES, unities otherwise theraeote: O R E O Q N 1.Builder and erection contractor should be advised of all General Notes 1.Thle design Is based only upon the parameters shown and is for an individual yam. Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper tr 2.2x4 compression web bradng must be Installed where shown o. incorporation of component Is the responsibility of the building designer. /"` '7;1r • �O._ 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at :-;O e Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4fi --- ' continuous sheathing such as plywood sheathing(TC)and/or drywell(BC), �/ [7A_l( \,,.. DATE: 11/30/2015 the overall structure Is the responslbllity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !�1 1 1 1 SEQ. : K 15 613 0 9 4.No load should be applied to any component until aIle,all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component, end are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2 015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. p I ovember 302015 6.This design Is furnished subject to the Iimhatlons set forth by 8,Plates shall be located on both faces of truss,and placed so their center I tlr TPVWI'CA In SCSI.copies of wfilch will be famished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1942) 606 12-13=(-407) 1700 12- 4=(-137) 669 WEBS: 2x4 KDDF STAND 3- 4=(-1720) 593 13-14=(-407) 1700 12- 6=(-611) 212 LOADING 4- 5=( 0) 0 14-10=(-418) 1432 13- 6-( 0) 343 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1302) 524 6-14=(-605) 197 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1312) 528 8-14=(-125) 665 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-209) 176 8- 9=(-1720) 604 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1942) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSE LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX'TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 f f f f Design conforms to main windforce-resisting 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 system and components and cladding criteria. T T T T T T T T T 10-00 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 'r 7 1' , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 5 12 End vertical(s) are exposed to wind, M-4x6 9.00 M-9x6 9.00 Truss designed for wind loads M-3x8 in the plane of the truss only. 4 6 • M-1.5x3 M-1.5x3 3 3- -i- • O O rt r-I 1 12 13 7 14 , 1 I I -3x5 M-3x8 0.25" M-3x8 M-3x5 1 M-5x6(S) c1,0-.) PRQ ``5cS' y y * y ,�� INE- .L ,"0 y y 9-07-15 7-04-01 7-04-01 9-07-15 y y {t• • 1-00 34-00 1-00 8920I0PE " JOB NAME : 3413-D POLYGON NW - C7 Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted: 10 �^� = , 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ] • ,q tD R E G c 1 py Truss: C 7 and Warnings before construction commences. building component.Applicability of design parameters and proper if--. '..7 t ''N, 2.2.4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building dealgner. / -T),� (7 4. 3,Additional temporary brecing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at 4 G Is the responsibility of the erector.Additional permanent bracing o! 2'o.c.and at 10'o.c.respectively unless braced throughout their length by //qq���,�, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "414E'�'3 1"] ( -. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !��[� lr SEQ.: Ki 55 6 1 3 1 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shovm.Shim or wedge If EXPIRES: `P I R ES: 1 2 31/201 5 necessary, tlhF M �✓I j. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30 20 f J 6.This design Is rumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November r U TPUVJICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. Muck USA,Inc.lCom uTrus Software 7.6.7(1L E 9.Digits Indicate size r pplate In Inches. MIT P � 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-291) 1505 3-11=(-219) 211 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1942) 492 11-12=(-274) 1698 11- 4=(-122) 659 WEBS: 2x4 KDDF STAND 3- 4=(-1720) 479 12-13=1-274) 1698 11- 5=(-596) 183 LOADING 4- 5=(-1300) 440 13- 9=(-339) 1932 12- 5=( 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' 5- 7=(-1301) 453 5-13=(-594) 162 BC LATERAL SUPPORT <= 12"OC. UON. DL ON' BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=(-106) 658 TOTAL LOAD = 92.0 PSF 7- 8=(-1720) 494 13- 8=(-218) 199 8- 9=(-1992) 510 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -240/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) [COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. -, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 . MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" 0 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 35'- 0.0" Allowed = 0.133" MAX.HORrZ. LL DEFL = 0.090" @ 33'- 6.5" MAX HORI1. TL DEFL = 0.065" @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 T T T T 5-01 4-10-11 7-00-05 6-02-05 1-00 4-08-11 5-01 Design conforms to main windforce-resisting ,f ,f ,f 1f ,f ,f ,f ,f system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 6 M-4x6 12 load duration factor=l:6, M-3x8 End vertical(s) are exposed to wind, V4 5 _ Q 9.00 Truss designed far wind loads • in the plane of the truss only. M-1.5x3 -F. .+ 0 0 17 12 ' 13 0 0 11 MxM- x8 0.25" M-3x8 M-3x5 0 M-5x6(S) ,, PROFS. y 9-07-15 L 7-04-01 y 7-04-01 y 9-07-15 y . c�0`IN 9 �/0 1-00 34-00 1-00 � 892�JJPE JOB NAME : 3413-D POLYGON NW - C844111P...007-00.0"": Scale: 0.1852 . -- WARNINGS: ,GENERALThis NOTES, unless on the paramese ters • OREGON 44/- Truss � " 7.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual �i/^" T ru S S: C8 and Warning.before construction commences, building component.Applicability of design parameters and proper 1 . 2.Del compresslon web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer, l''" ` t'3 � �+k-- 2.Design assumes the top and bottom chords to be laterally braced at L 1 3.Additional temporary bracing to Insure eta billy during construction - � e is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by . continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R II( '�, • DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3,2x impact bridging or lateral bracing required where shown++ R L SEQ. : K 15 61311 4.No load should be applied to any component until after all bracing and 4,Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK ddesign bads be applied to any component. and are far"dry condition"of use. 5.datorus has no control over and assumes no responsibility for the 6.Design ensu mea full bearing at ail supports shown.Shim or wedge:1 }{p ..12/31/2015. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, November ove m be r 17 J 20 qJ 1 G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center IN , TPI7 TCA In 0101,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11_)-E to.For basic connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 68 2-14=(-316) 2279 3-14=( -88) 126 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3056) 514 14-15=(-282) 2309 14- 4=( -108) 46 WEBS: 2x4 KDDF STAND 3- 4=(-2942) 518 15-16=(-594) 3689 4-15=( -50) 266 LOADING 9- 5=(-2790) 542 16-17=(-734) 4466 15- 5=( -229) 1259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2318) 460 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 814 18-12=(-954) 9966 6-16=( -196) 1030 TOTAL LOAD = 42.0 PSF 7- 9=(-4666) 1026 16- 7=( -724) 286 8- 9=( 0) 0 7-17=( -918) 766 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 39'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 918 i 11-12=(-6616) 1366 10-18=( -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=( 0) 68 18-11=( -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:2,4,6-7,10,19 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -393/ 2254V -157/ 157H 5.50" 3.61 KDDF ( 625) 39'- 0.0" -990/ 9753V 0/ OH 5.50" 7.60 KDDF ( 625) ter- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN XX nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. [COND. 2: Design checked for net(-5 Ps f) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.069" @ 20'- 0.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 T 1 T T 3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-0903-073-01-06 3-04-14 Design conforms to main windforce-resisting f ,r ' ' ,( ,r ,( ,( ,( f ' system and components and cladding criteria. 8-00 ,! Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �i598# I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 s V 1,4-4x6 12 load duration factor=l.6, 9.00 5 6 7 0 9.00 End vertical(s) are exposed to wind, f yr. 1� Truss designed for wind loads in the plane of the truss only. 0 , M-1.5x3 +. M-1.5x3 3 1 0 0 ICI aroma "�'' .. 1 1 14 15 1 17 118 ~~i 3 of M-3x8 25" M-3x8 M- 8 a M-7x8(S) M-7x8 �p PRQ y l y y l by3ozs# y �� �`GINS °C 6-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 o `v `/3a ' 0 1-00 34-00 1-00 •89200PE JOB NAME : 3413-D POLYGON NW - C9 , ...!r - Scale: 0.1834 ' WARNINGS: O.This e NOTES, unless otherwise parameters I O1-'IEGON .�1' 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an individual Truss: C9 end Warnings before construction commences. building component.Applicability of design parameters and proper `•w 2.2x4 compression web bracing must be Installed where shown�. Incorporation of component Is the responsibility of the building designer. /t ;'<i r: Iry C' �4_ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced of �. • '�[ C�_ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by - ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), "! .�'3['"�• DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown t♦ f I l 1 r SEQ.: 61561312 4.No load should be applied to any component until alter all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component, and are for"dry condition"of use. �v/ e 12/31/20 5.CompuTrus has no control over and assumes no responsibility for the &.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES 15 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage b provided. November 3�201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center November , TPINuTCA In 0081,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,)nc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-6=(-47) 110 6-5=( 0) 18 BC: 2o4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x4 KDDF STAND 3-4=( -28) 40 3-7=1-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" ' MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" '( T MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 177 4 -/ Design conforms to main windforce-resisting system and components and cladding criteria. I M-4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, O t End vertical(s) are exposed to wind, oTruss designed for wind loads in the plane of the truss only. braN o Al. O r-i illiI of I o M-1.5x4 o 14'-3x4 0 M-3x4 M-3x5 k y ; y 2-03-12 4-11-04 0-09 1-00 2-05-08 8-00 5-06-08 A p. 58 �^•�C3 �`GINE• /h� IFROVIDE FULL BEA RING;Jts:2,9,7 • lv [:/ . 89200PE fir"" JOB NAME : 3413-D POLYGON NW CJ2 -4A:l!'%ll'ill!'!°!!!!'57 _ . . Scale: 0.5126 {� /'^�/��/N '`C r" J WARNINGS: GENERAL NOTES, unless otherwise noted: +- OREGON- ` t,1 v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual �r (� Truss: C J2 and Warnings before construction commences. building component.Applicability of design parameters and proper • <O 4•• 4 LO 2.2x4 compression web bracing must be installed where shown•. Incorporation of component is the responsibility of the building designer. • _ .- 0)'.•'i �' - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced al t"` R I�'y . [[,,.'11 is the responsibility of the erector.Additional permanent bracing or 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _fes; 4r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wirers shown•it SEQ. : K 15 61313 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. n/ r7(}{ fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: G/ .1'L ll!5. T RAN S I D: LINK design bads be applied to any component, and are for"dry candHlon"of use. 5.GompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x9 KDDF STAND 3-4=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 926V -55/ 165H 5.50" 0.68 KDDF 1 625) LL = 25 POE Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS'ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5_11_11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" I 1 MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" -/ MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 12 ') MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. m Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Nload duration factor=l.6, M-4x6 5) End vertical(s) are exposed to wind, I 3 m Truss designed for wind loads in the plane of the truss only. �O , o A 0 7 Ilerall i m oPIAIIIIIIIIIIMM-1.5x4 of ► MD3x4 o M-3x4 M-3x5 ; )' )' ,l 2-03-12 4-11-04 0-09 y , y • p, ) PRQr 1-00 2-05-08 8-00 5-06-08 'PROVIDE ���r,(./fy (PROVIDE FULL BEARING;Jts:2,4,7 I - \ � 'T `/f :2 E. JOB NAME : 3413-D POLYGON NW - CJ3 •�j4P,10.1111.r/.....' ,�/r "� • Scale: 0.4686 .."_ 0:' WARNINGS: GENERAL NOTES, unless otherwise noted: ., ,ki OREGON yam, 14,/.. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndlvIdual 2) °' L� Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper "O 1 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. s..- 3,Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at oFis F IL+' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '�w" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - - DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown o n SEQ.: K 15 61314 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tenses are to be used Ina non-corrosive environment, EXPIRES:12/31/2015/ {rr'�(] TRANS I D: LINK design loads be applied to any component, and are for"dry condition"of use, :) / .I/.G V 6.Design ass 5.Compclrue has no control over end assumes no responsibility for the assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,E5R-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 2x4 KDDF STAND; 3-4=(-122) 92 3-7=(-482) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" 1' 1' 4 MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" (0 I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads " in the plane of the truss only. co 0 u1 M-4x6 3 O 1! 111111111111.I.aosie-__ ie.-. rii Alt 7 r- M-1.5x4 , o ol M-,3x4 c M-3x4 M-3x5 y 2-03-12 4-11-04 y0-09 y ) PROpe• y 1-00 y 2-05-08 8-00 5-06-08 y /! \�, `°• �• ,4`'(2,1 (PROVIDE FULL BEARING;Jts:2,7,4 I '�/ . 89200PE JOB NAME : 3413-D POLYGON NW CJ4 ,• , Scale: 0.3929 ,�y .OREGON �1,R �r^-�y iw�'t �J.,/,' WARNINGS: GENERAL NOTES, unless otherwise noted: rI. . s n EG `' pt ,v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 6+' f l'.. . 4• t-� '� Truss: CJ4 end Warnings before construction commences. building component.Applicability of design parameters and proper • - •4/ . ! + 't s [. �". 2.2x4 compression web bracing east be Installed where shown+. Incorporation of component is the responsibility of the building designer. ----' __ 'C' 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the tap and bottom chords to be laterally braced al //ter., GT Is the respanalblilly of the erector.Additional permanent bracing of 2'o.c,and at 10'o,c,respectively unless braced throughout their length by •_"-1:3 1 .1‘....\"'" continuous sheathing such as plywood ehealhing(TC)and/or drywall(BC). - - DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3.2x Impact bridging or lateral bradng required where Sham++ SEQ. : K 15 61315 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. C fasteners are complete and at no time should any bads greater than. 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. C�(E lX P R G : 12131/2 01J TRANS ID: LINK design bade be applied to any component. 5.Campaltus hes no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WVICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size o1 plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC: 2x4 KDDF #1&3TR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=1-283) 408 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=1 -86) 38 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5,50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0,133" -/ MAX LL DEFL = ::::::= .021" 9 2':2:40" Allowed = 0,354" MAX TL CREEP DEFL = -0.029" @ 2' 8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0. 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 4 12 '( Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q' load duration factor=1.6, , 1 End vertical(s) are exposed to wind, N Truss designed for wind loads o I in thelane of the truss only. Y• r M-4x6 3 M. O IIIIMPAi IMMIMMEMEMMIMIMMEMw►. y 8 d -m M-1-5x4 1 M23x4 0l o M-3x4 M-3x5 y ,k ), ,l 2=03-12 4-11=04 0-09 it 00 2-05-08 ), 7-06-03 y � ,,,4:2. 1C `© ��O r�S y 8-00 y 1-11-11 yti ,�t.1G11V ; , �'� (PROVIDE FULL BEARING;Jts:2,8r4,5 I 'O 9 2 V0 P E' ' JOB NAME : 3413-D POLYGON NW - CJ5 Scale: 0.3317 ,i ,,,w" WARNINGS: GENERAL NOTES, unless otherwise noted: '-4 .O . ON bt 1.Builder and erection contractor should be advised of all General Notes 1.Tile design Is based only upon the parameters shown and Is for an Individual �+" `'.C7 2,{'\•• 4 • Truss: CJ5 and Wamings before construction commences. building component Applicability of design parameters and proper • Q 14, 2.2x4 compression web bracing must be Installed where shorn+. Incorporation of component Is the rasponslhllity or the building designer. _ � 3.Additlonel temporary bracing to Insure steb::e8 during construction 2 Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `1:1.',,,, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.5 Impact bridging oriateral breGng required where shown++ SEQ. : K 15 61316 4.No lead should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, ��// C j�]{Jr�(�i fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, E/XP R ES. !3.1(.L a 1. TRANS I D: LINK design bads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge I1 necessary. November 30,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6,This design Is furnished subject to the limitations set ugh by 8.Plates shall be located an both faces of trues,and placed so their center TPUWfCA in 13181,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-167) 274 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-361) 68 6-8=(-256) 413 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-284) 245 3-8=(-426) 263 LOADING 4-5=(-102) 49 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 447V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -/ MAX LL DEFL = -0.020" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" ii I MAX HORIZ. LL DEFL = 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 V 4 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ii (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, I Truss designed for wind loads x in the plane of the truss only. 0 a7 M-4x6 3 �O O ALI111111111111111 !N o M-1.5x4 ` • 1 _ 1 o M-3x4 M 3x4 , M-3x5 2-03-12 y 4-11-04 0-09 P R �.`p nth y1-00, 2-05-08 9-06-03 C?���� N SsC2 G 1 CV, )7 / 8-00 3-11-11 .I F ,'�' PROVIDE FULL BEARING;Jts:2,8,4,5 I89� ��'^ JOB NAME : 3413-D POLYGON NW - CJ6 . Scale: 0.2919 110R l/,' N 'L,[r WARNINGS: GENERAL NOTES, unless otherwise noted: j+ O" "�T pl "+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an individual • 's✓^ 2. 4 Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper rV 1 4 O 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the budding designer. - _... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `� lathe responsibility of the erector.Additional permanent bracing of T o.c.and et 1 O'o,c.respectively unless braced throughout their length by R •R.i k..Y __ DATE: 11/30/2015 the overall structure is the re continuous shgingi or such l b plywood reqshuired a Mere s and/or drywall(BC). responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 1 5 6 1 3 1 7 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �/ p // +7 T RAN S ID: LINK des lin loads be applied to any component. and are for"dry condition"of use, EXPIRES: 121/ 015/32 5.Com puTrua hes no control over end assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Inetallatlon of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with join)center Inca. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 11,For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&3TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.076" @ 4'- 9.8" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ l'- 10.9" 1-11-11 T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I o I - �r _ O I f -/ 1 M-3x4 ,1 y • 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 8-00 �`oO• P R Q/o 8920OPE v' JOB NAME : 3413-D POLYGON NW - J1 ,,,,4 Scale: 0.5751 WARNINGS: GENERAL NOTES, unlessy otherwise pa mete: oft E:GOI VA �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran Individual �yam. Truss: J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 2.2x4 compression web bracing must be Installed where shown+. 2 Incorporationof component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at1 4 3.Additional temporary bracing to Insure stability during construction 2'o.c.end et 10'o.c.respectively unless braced throughout their length by O t LSys. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), /616' 7 DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f F}1 1 SEQ.: K1561320 4.No load should be applied to any component until after all bracing and 4.Installation of lass Is the responsibility o1 the respective contractor. fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D: LINK design bads be applied to any component, and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:.12/31/201_5 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, pal ove mbe r 302015 6.This design is furnished subject to the limitations set forth by 8.Plates chat be located on both faces of truss,and placed so their center I tlr TPIAN7CA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits Indicate size of plate in Inches. MiTek USA,Inn./CompuTrus Software 7.6,6(10-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN. 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON.- LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed = 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 V 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o i o ' r�1 1 M-3x4 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 PRQF� N.' '�fi' ✓/'S . • 8920.PE 9c" JOB NAME : 3413-D POLYGON NW - J2 Scale: 0.5501 • WARNINGS: GENERAL NOTES, unless otherwise noted: 1110 /''� /^1{'� 'rc. 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual OREGON Pt Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mutt be Installed where shown+, Incorparallon of component Is the responsibility of the building designer. 12O 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,and et 1 D'o.c.respectively unless braced throughout their length by •O t Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). •k! f 7 f{( -: DATE: 11/30/2015 the overafl structure le the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+r ? {it SEQ. : K1561321 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment TRANS I D• LINK design bads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing al all supports shaven.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 11.For basic connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 422V -55/ 1650 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX BORIS. TL DEFL = -0.001" @ 5'- 10.9" 12 '' 9.00 F Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1 1 o � 1 M-3x4 • y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 8-00 P R yr Ltr :9200PE JOB NAME : 3413-D POLYGON NW - J3 Scale: 0.4979 •'''� WARNINGS: GENERAL NOTES, unless otherwise noted: 1110 OR EG dN f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual y�" (rY Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2,2x4 compression web bracing must be Installed where shown«. incorporation of component Is the responsibility of the building designer. /r :.'1 P' • h�. 2.Design assumes the top and bottom chords to be laterally braced al 3.Additional temporary bracing to Insure stability during construction 2•o.c"and at 10'o.c.respectively unless braced throughout their length by ��,ry Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plyvrood sheathing(TC)and/or drywall(BC). ""! .` [ � , DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown a 1 1 SEQ. : K 15 613 2 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D• LINK design leads be applied to any component. and are for"dry condition"of use. 5.CompuTns has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or Wedge If �J �I �J necessary. EXPIRES: I 5 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. p I ove mbe r 302015 6.This design la furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center F tlr TPI/WTCA In BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,lnc./CompuTrus Software 7.6.6(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS - TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.D) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.624" MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" 3 MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" a, Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. l I 1 M-3x4 y 1-00 8-00 y �. PR(7, e,s,- [PROVIDE FULL BEARING;Jts:2,4,3 I .; 61 NE- - L9fi^S •89200PE fir" JOB NAME : 3413-D POLYGON NW - J4 ,/� Scale: 0.9357 ` .. /� WARNINGS: GENERAL NOTES, unless otherwise noted: '1/4 `�a., 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters thorn and is for an Individual . OR EGCJ N Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper V` 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. '-'1k -ik 2.Design assumes the top and bottom chords to be laterally braced at 3.Addllonal temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by O Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywell(BC), 'II"] DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. SEQ. : K 15 613 2 3 4,No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respeclNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design bads be applied to any component. and are for"dry condlltsr0 of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112015 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. love mp be r 302015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center l tl , TPVWTGA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.iCompuTrus Software 7.6,6(1 L)-E t0.For basic connector plate dealgn values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 992V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -a' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = •0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 12 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h22.9ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. • ,,,,/ 1M-3x4 • 1-00 8-00 1-11-11 y K. CC. - PRQ ss [PROVIDE FULL BEARING;Jts:2,5,3,4 *.A7,••••) p .ct- 89200P E JOB NAME : 3413-D POLYGON NW - J5 ,01 / . Scale: 0.9026 T WARNINGS: Gml.de gnisb unless otherwise ee: �,, OR.EGQN �jv�',. 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameter.shown and Is for an Individual �fY^" Truss:: J5 and Warnings before construction commences. building component.Applicability of design parameters and properAN 2.21,4 compression web bracing must be installed where shown Incorporation of component Is the responsibility of the building designer. • �"� :'q 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at p- 14 t 2� o.c.and at 10'o.c.respectively unless braced throughout their length by • /�,�}' '� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41wI1 ( �.. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ •(�I�1 • SEQ. : K 15 613 2 4 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. �( cc rn� �]i 7(� 5.design torus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge H EXP R E�7:.1 L� .I 112 V 1 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 6.This design Is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPI/WTCA in BIS!,copies of which will be furnished upon request. lines coincide with Joint center lines, 9.Digits indicate size of plate In Inches. MiTek USA,Inc.fCornpuTrus Software 7.6.6)1L)-6 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 SC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 944V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 987V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" it MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 V7 3 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (0) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=l.6, Truss designed for wind loads l0 in the plane of the truss only. 0 , 0 rn 0 1 c 10.2 o ►;• 5=� O M-3x4 ), y ), •- PROre.ss 1-00 8-00 3 11-11 " C,- . • ,►N.E', � ,fe 1PROVIDe FULL BEARING;Jts:2,5,3,4 j i 89200PE ;mac' , JOB NAME : 3413-D POLYGON NW - J64 ',�!,�•'. -- Scale: 0.3598 �"'/.011141p - t� .BolderWARNINGS: G. his de NOTES, unless onhhe ise parameters '`-�7. ,i OREGON '� ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shaven and is for an Individual 76/+ �J%,s yam. Truss: J6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shorn+. Incorporation of component Is the responsibility of the building designer, I }r (7 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - O 4 GAO -,' 2'o.c.and et 10 o.c.respectively unless braced throughout their length by //�1,,� ii A...,%?.. .' Is the responsibllky of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). '/ L"�R{1 \- DATE: 11/30/2015 the overag structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ f7[-1 t L SEQ. : K 15 613 2 5 4.No load should be applied to any component until after all bracing and 4,Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any companentand are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shaven.Shim or wedge If 12/31/2 EXPIRES: 01 5 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3�201 5 6.This design Is furnished subject to the limitations set forth by • H.Plates shall be located on both faces of truss,and placed so their center November , TPIANTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 11.Far basic connector plate design values sea ESR-1311,ESR-I988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #11876 LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 -/ ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I ° VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4 MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" �t MAX HORI Z. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12Design conforms to main windforce-resisting 9.00 p7 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 o Truss designed for wind loads I 0 in the plane of the truss only. 0 0 ► 6- -. I 1 M-3x9 PRo ,L, • 1-00 8-00 5-11-11 � • ‘.,,GINEE• � S.76. (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I -, '"N17 `c ' •89200PE c' JOB NAME : 3413-D POLYGON NW - J7 Scale: 0.3133 WARNINGS: GENERAL NOTES, unless otherwise noted: ��� � ICC 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper .�. `w - 8\ I� • 2.2x4 compression web bracing must be installed where shown 5. incorporation of component Is the responsibility of the building designer. f ' • 0 2.Design assumes the top and bottom chords to be laterally braced at , • 4• ,-. • 3.Additional temporary bracing to Insure stability during construction `✓ t - P. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et'Cr o.c.respectively unless braced throughout their length by -- • - continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 12j2je R`0'.. DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •I 1 SEQ.: K156132 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition-or use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or wedge If EXP 1 R E / 1!(. (��.7 necessary. 15 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 302015 6.This design Is furnished subJect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPVWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,lnc./CompuTrus Software 7.6.6(1L)-E in.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 4271 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l '/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,t MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 03MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 00 MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" 000000000 MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" ,i Design conforms to main windforce-resisting S system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 177 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o M-3x5(5) , St o N O 1, KAMMEIMMMMMIMMMMMMMMMill '/ M-3x4 • C D PR0 . �c ss y1-00 8 00 fi y 7-11 11 y c.y ' . IPROVIDE FULL BEARING,Jts:2,6,3,4,5 1 n JOB NAME : 3413-D POLYGON NW - J8 Scale: 0.2795 "� ,. - - i NO .WARNINGS:Ba: .GENERAL design Is unlessotherwisenthee: 0 R E Q 0J 1 Y , 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: J8 and warnings before construction commences. building component.Applicability of design parameters and proper N 2.244 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. s /� ;'�k 1 4' fa Q. '*`}-- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �F Is the responsibility of the erector.Additional permanent bracing o1 T o.c.and at l0'o.c.respectively unless braced throughout their kngth by /q�,,J ' continuous sheathing such as eeleg Arwood sheathing(TC)and/or drywell(BC). "! �3 R 1- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I + SEQ.: K111113 2 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. �] 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supporta shown.Shim or wedge If EXPIRES: /J I LV necessary. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. November{.tee r']O 2O�I G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I V iJ J , I J TPINYICA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA.Inc.ICompuTrus Software 7.6.6(11)-E to.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. UON. • LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 248V 0/ 240 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V • 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 l7 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF DEC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2 M-3x5 • 1-00 1-00 � iN'� �4 � 'PROVIDE FULL BEARING;Jts:2,3,4 89200E �' H-4111°' JOB NAME : 3413-D POLYGON NW EJ Scale: 1.1020 /�►,I ( ' WARNINGS: GENERAL NOTES, unless otherwise noted: • •.4., J V R EOO1 • V,A. 1,Builder and eredlon contractor should be advised of all General Notes 1.This design Is based only upon the parameter.shown and Is for an Individual �+" .C�L 2-1('` Truss: EJ end Warnings before construction commences. building component.Applicability of design parameters and proper Q 14 2.2x4 compression web bracing mud be Installed where shown+, incorporation of component Is the responsibility of the building designer. _._.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at C"i2?I I Is the responsibility of the.radar.Additional permanent bracing of 7 o.c,end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown n SEQ. : K 15 613 2 8 4,No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, C�/ C�+ r7('�{ T RAN S I LINK design bads be applied to any component. and are for"dry condition"of use, EXPIRES. 1 2/31/20 1 5 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANI'CA In BCS'.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 • 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF { 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 - MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. / m 0 41 0 i 1 MEMO 9 116:30 1 M-3x4 )' y y 1-00 2-00 [PROVIDE FULL BEARING;Jts:2,4,3 <.1.,,,, ,,DP--- SS •9200PE Q1-"" JOB NAME : 3413-D POLYGON NW - SJ1 .' "0..." . - Scale: 0.6696 pp J�., WARNINGS: GENERAL NOTES, unless otherwise noted: ,y�'��'] /'� 'a., 1.Builder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ,"Pl.'\ _i/ .O R E C3 O N ' Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper '•L A • t 2.2x4 compression web bracing must be Installed where shorn+. incorporation of component Is the responsibility of the building designer. - , /"` ,'1�. 2.O\, .-._ 2.Design assumes the lop and bottom chords to be laterally braced al l 3.Additional temporary bracing to Insure stability during construction 2'c.c.end at 10'o.c.respectively unless braced throughout their length by 5 �. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood ehealhing(TC)andlor drywall(BC). - /11/141i R}1` y DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L SEQ. : Ki5 613 2 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2015 neceesary. fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subJect to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPNWTCA In BCSI.copies of which will be furnished upon request. lines coincide with Joint canter lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 70.For basic connector plate design values see ESR-1311,ESR-19BB(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-40) 36 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. TC LATERAL SUPPORT <= 12"00. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -15/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 24V 0/ 0H 5.50" 0.04 KDDF ( 625) 1'- 11.7" -35/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 'BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.123" 12 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.184" 9.00 177MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Dir), load duration factor=l.6, 2 -/ Truss designed for wind loads in the plane of the truss only. o � I AIRCEIN 3 MEE M-3x4 y ,1 • 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 PRD Ss ti 0 Gl N R• • 21 �._..,892O0PE c• JOB NAME : 3413-D POLYGON NW - SJ1X Scale: 0.7393 r1, COOPO .• ---- WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -per' QRE GON '� Truss: SJ1X and Waminge before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibilityof the building designer. ` 2-C) 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at t. O s 1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�'�' --- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + ["';� ( �, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required Where shown+ • F Z 1 SEQ.: K 15 613 3 0 4.No load should be applied to any component until after an braying and 4.Installation of truss Is the responsibinty of the respective contractor. - --.- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design Mads be applied to any component• end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. November V ovem be r 3020 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r L TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 1186 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" 9.00 V MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 3 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ml ,r_ ra M-3x4 k * y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 .n.0) P QPe co • •zt--• 89200PE JOB NAME : 3413-D POLYGON NW - SJ2 Scale: 0.6592 • "�- WARNINGS: GENERAL NOTES, unless otherwise noted; ������ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual Truss: S J2 and Warnings before construction commences. building component,Applicability of design parameters and proper • J\ V` 2.2o4 compression web bracing must be Installed where shown+. Incorporation of component le the responsibility of the building designer, �" }r. 3.Additional temporary bracing to Insure stabllky during construction 2.Design assumes the top and bottom chords to be laterally braced et :O L.�. G�• Is the respondblltty of the erector.Additional permanent bracing of o.c.and at 10'o.c.respectively unless braced throughout their length by � - 41 continuous sheathing such as plywood eheathing(TC)and/or drywall(BC). .Jrf�?R i( �.. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,be Impact bridging or lateral bracing required where shown++ 11 4� • SEQ. : K 15 613 31 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responslbllity of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use, 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EX PI neS 1 2/ I 0 A'cessary. 302015 i fabrication,handling,.shlpment and Installation of components. 7.Design assumes adequate drainage Is provided. November 6.This design Is furnished subject to the Ilmhations set forth by 8.Plates shall be located on both faces of truss,and placed so their center t TPIIW1-CA In BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE'7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PIF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PDF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 3 9.00 17 2 o //////////////////////////////%////////////////////////////////////////////////////// 4 M-3x9 y y ,6 1-00 11-06-08 • • • 892 X P E r" • JOB NAME : 3413—D POLYGON NW — P1 Scale: 0.5806 ,.�, k411A1VWARN 1.Builder G. hRAe NOTES, unlessy otherwise tepe mete: ; ,OREGON � •44/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shovm and is for an individual yam. Truss: P 1 and Warnings before construction commences. building component.Applicability of design parameters and proper V` 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. O .'' O� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al - 4> •G�_ is the responsibility of the erector,Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,1t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.Na Impact bridging or lateral bracing required where shown + R I 1 L SEQ.: Ki5 613 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component, end are for"dry condition"of use. �! ( r�) �} 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shovm.Shim or wedge I1 EXPIRES: 1 2/3.1/20 i 1 5.. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. N ova�,.�be rU 3f 3 2/'y 1 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r V TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF #103TR SPACED 24.0" 0.0. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 838 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 V MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting J system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 o o 1��� 3��� 0 M-3x4 ; l ,1 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 I a PR°F ss 892O0PE �' JOB NAME : 3413-D POLYGON NW - SJ2X Scale: 0.6561 r L111,r:g„...........Z....--7,. I WARNINGS:iN0.S: O. hRAe unless on the ise parameters 7 OREGON 11/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual y�� � ' Truss: SJ2X and Warnings before construction commence.. building component.Applicability of design parameters and proper IAV` �.,,.. 2.SM compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer, , " 1 O 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O • 4 1 2'o.c.and at 10'o.c.respectively unless bracedthroughout their length by /p�,� • � Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,. „ ,IO-. _1 '„ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** f�1-1 {r SEQ.: K15 613 3 3 4.No load should be applied to any component until after ail bradng and 4.Installation of truss is the responsibility of the respective contractor. _ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if E X r�I R E S: 1 2 r31/2 01 5 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. N ove m be r 302015 r ` L+ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc.(CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E8R-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-779) 147 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x9 KDDF STAND 3-9=( -98) 90 7-4=(-144) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -77/ 610V -97/ 136H 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 489V 0/ OH 5.50" 0.77 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.039" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORrZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 ,r f f f Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 v M-1.5x35 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, fEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 ' 3 1 CVO C N • I M l 2 6 ee 7 O M-3x4 M-1.5x3 M-3x4 l 6-02-02 5-04-06 y y 1-00 11-06-08 .D P R p ss -`,` t 892OP E JOB NAME : 3413-D POLYGON NW - P2 411111111,,e--- . Scale: 0.9181 'e . WARNINGS: GENERAL NOTES, unless otherwise tee: �j �f O W E G C� 1.0- 0 1.Builder and erection contractor should be advised of all General Notes 7.This design is based only upon the parameters shown and is for an individual �^'' � K Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. /" ''�,r 110 2.Design assumes the top and bottom chords to be laterally braced et 4 • 3.Additional temporary bracing to insure stability during construction - _ -T Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'co.respectively unless braced throughout their length by �p/� ., continuous sheathing such as plywood sheething(TC)and/or drywall(BC). v R�`( �: DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required Where shown++ !7 1 L SEQ. : K 15 613 3 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2015 necessary. AI /y /}.I5 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30 20 l y 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center t TPI/WTCA in BCS!,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-947) 209 6-4=(-126) 98 WEBS: 2x4 ROOF STAND 3-4=) -75) 72 LOADING 9-5=( 0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 495V -35/ 102H 5.50" 0.79 KDDF ( 625) 8'- 8.5" -43/ 364V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.349" MAX BC PANEL TL DEFL = -0.204" @ 4'- 4.2" Allowed = 0.465" 4-06-06 3-10-06 0-03-12 1' '' f MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 4.00 0 M-1.5x3 5 Design conforms to main windforce-resisting 4 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 (V O A in I ,_ I- -I 1 C. M-3x4 M-3x4 y 8-03 0-05-08 y y 1-00 8-08-08 . �9200P ', , JOB NAME : 3413-D POLYGON NW - P3 ,/. Scale: 0.5204 :. WARNINGS: GENERAL NOTES, unless otherwise noted: leOREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual l�rl, Truss: P3 end Warnings before construction commences, building component.Applicability of design parameters and proper ,v a• A' 2.ac4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. , /b‘-'1)- 2 -"q Y O 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 4. L le. • Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'a.c.respectively unless braced throughout their length by • -- V 1 continuous sheathing such as ptywcod sheathing(TC)and/or drywall(BC). �- ni R I l-\---- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ } 'SEQ. : K 15 613 3 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, November 6.This design Is furnished subject to the limitations set forth by 8.Plates shaPbe located on both faces of truss,and placed so their center 3O,2 01 5 TPVWiCA In BEN,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MITek USA.Inc,/CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8.— 8.5" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 v 3 oin 2 1 — M 1 `— ///////////////%//////////////////////////////////////////////////// 4 M-3x9 y y l 1-00 8-08-08 PR pF • sS' 1 89200PE JOB NAME : 3413-D POLYGON NW - P4 Scale: 0.6329 .:'' WARNINGS: GENERAL NOTEunless on the otherwise noted: GREGRN �44f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual (� • Truss: P 4 and Warnings before construction commences, building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. <0 '1 [g 2.Design assumes the lop and bottom chords to be laterally braced at G 3.Additional temporary bracing to Insure stability during construction .. ', Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /p�,� _— . continuous sheathing such as plywood sheathing(TC)andror drywall(BC). /r`Z"')ri DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l�R 1 lw SEQ. : K 15 613 3 6 4.No load should be applied to any component until after all bracing and 4,Installation of truss is the responsibility of the respective contractor. -- - fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EX P 1 R ES: 2/3.1/201. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November be r 302015 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I tl IJ , TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ 0H 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 '' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. /- of .'- 111.-- 114►�� -/ 1 M-3x4 y y 01 y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I P R • 9200PE C' JOB NAME : 3413-D POLYGON NW - SJ3 -� Scale: 0.5345 `^"� -_---.-.- '" te: - .. WARNINGS: GENERAL NOTES, unless otherwise noted: 1111OREGON 1.Bullder and erection contractor should be advised of all General Notes 1.Thls design Is based only upon the parameters shown and is for an Indlvldual Truss: S J3 and Wamings before construction commences, building component,Applicability of design parameters and proper 74.S.',47 r• J. A . .244 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility LO'l bllity of the building designer, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _O - '�4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by - continuous sheathing such as plywood sheath )and/or drywall(BC). �/ r` f"')' DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where wn sho ++ C7 SEQ. : K 15 613 3 7 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility Mr the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. N ovembe r 3�302015 6.ThIs design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IJ r TPIMTCA In BUS),copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury MINDimensions are in ft-in-sixteenths. 11 Apply plates to both sides of truss1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS .__ 1 I 2. Truss bracing must be designed by an engineer.For ®-/16„ 4 wide truss spacing,individual lateral braces themselves WEBSmay require bracing,or alternative Tor I Obracing should be considered. = O3. Never exceed the design loading shown and never a_ CJ = stack materials on inadequately braced trusses. U .444. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-a cea cs-6 designer,erection supervisor,property owner and plates 0-'ha' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each , This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint , required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 • camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �j� Indicated by symbol shown and/or SYR represents values as published specified. �� by AWC in the 2005/2012 NDS • by text in the bracing section of the • SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. • If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior � . (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ,���, reaction section indicates joint 16=111 Iff number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1. ...]1 ) 18.Use of green or treated lumber may pose unacceptable �� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: mon 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and picturs)before use.Reviewingipictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. - is not sufficient. BCSI: Building Component Safety Information, M 6Tek7 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 r� ID:zs2ygYH MYItl_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8Fp Wgluyrhg 1 HMTHTkUyEzqd IL-1 p-10-1411 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-4-8 1 1-6-0 1 ) Scale=1:36.4 3x4= 5x5 = 4x6= 3x4 = 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4 11 3x5'= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 " •. ;. \U4 -\ X'\ / \ / _N / *\. Z- N- N v ° ❑ o e ° ►C 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 11 4x6 = 4x5 = 3x6 FP= 3x5 = 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= I 1-1-0 1 18-6-8 1 21-4-0 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:110 lb FT=0%F,0%E ' LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=1449/0,10-11=1540/0,11-12=1540/0,12-13=-1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=2607/0,12-28=3?7455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=647/0,4-32=0/790,4-33=925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. _v0 P R OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement c'`C GIN E•- •. ss'/ at the bearings.Building designer must provide for uplift reactions indicated. �`\ (GN ,g d2 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '� 'Y be attached to walls at their outer ends or restrained by other means. 870 2 P E 1--- 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5 LOAD CASE(S) Standard -7 "C>, AOREG N e'�4.1 ,44/ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 0 ��`'�8ER �� Uniform Loads(plf) Os ��P- Vert:22-35=-8,1-21=80 A- �� Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. *.* -....t.t-.E Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ry a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design..Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Merck. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,055-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610