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Plans 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 ID:zs2ygYHMYlt1_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhg1 HMTHTkUyEzqd ,ate fl-10-1411 1-0-0 1 11-2-0 11 1-0-2 1 11-0-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5 = 4x6= 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 e e IN: e o o SB a e em \ / N Z N , / X_ - / ' /\ a a o e o a a -NSio t; v a' e b 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= 11-1-0 I 18-6-8 ) 21-4-0 1 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 CSI. DEFL. in (loc) 1/deft 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 Inc( 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. (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=31/455,8-29=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. �(C[) PR QFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �<C 3(NE Q.° at the bearings.Building designer must provide for uplift reactions indicated. �� FR ' c� '2 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. 870 2 P E l 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). CJS >� LOAD CASE(S) Standard Ni ��'OO REG N r1)• O(L// 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 On �8ER 1Nw\ Uniform Loads(ptf) S \P Vert:22-35=-8,1-21=80 q HER Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 1 I. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111, 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 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 temperer/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/TPI1 Quality 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 R45996176 PL15-399_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc. Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tlyAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0-0 I 1 1-1-10 1 1 1-2-0 1 f:_22_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 J:4> • ao o - o a a - a/ \ N / _\ // N 9aa 0 o e a • o e e - - 30 29 28 27 26 25 24 23 22 21 304 = 4x5= 3x5= 3x5= 3x5 = 3x5= 3x4 = 3x5= 4x6 = 3x4 = 14-2-2 I 13-0-2 13-77--02 II I 19-11-4 I 13-0-2 0-7-0 -7-0b5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 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) 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. '\ti'-� P R()Fe. '\<(-' -‘3 �c. ANG�tv FFR i�2y 87022PE c ti y �Aj, OREG N ti(O<U ��'�54/8ER \��Q� A- HEP` EXPIRES:06/30/2017 November 30,2015 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111111., 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 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/TPI1 Quality Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane 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 R45996179 PL15 399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 ID:zs2ygYHMYItt_Z1 p9y12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzga I 1-10-8 I p-10-1411 1-0-o 1 f 1-2-0 ii 1-0-2 I 1 1-3-12 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 o o °, o o ® °° e ® e Cij lw - NW/ N / N / N / N / / 'N ./ \I/' 'N. 9 e s B s e e e e e o t. ci EL' 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 I 2-1-8 I 12-10-14 1 -5-1i 1 19-7-0 I 22-4-12 I 2-1-8 10-9.5 10-7-0 7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] I 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!nor YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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),23=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 OFFS 3)Refer to girder(s)for truss to truss connections. '� s 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. -N IGNG[NE9 /'2 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 �L.r be attached to walls at their outer ends or restrained by other means. ' 870 2 P E c 6)CAUTION,Do not erect truss backwards. 7(P >� -'0, OREGON (i' •ON C'0��8ER \\ \-\ A HEC)` 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. rill. Design valid for use only with MiTekO 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 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 of trusses and truss systems,see ANSI/TPI1 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 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 MiTek Industries,Inc.Fn Nov 27 10:36:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y1211 yAg??-n07WO8aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 I 1-5-0 1 1 1-5-6 1 2-0-0 1 11-2-0 1,0 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 I I 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 N N m s- 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 34 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 (Ioc) Vdefl L/d 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. '\cS D PRQr 87022Pr i Imo- OR GON 0P Qi O0 11BER .\\�P� A HER EXPIRES:06130/2017 November 30,2015 9 e a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 811-7473 rev.10/03/2015 BEFORE USE. 11111. 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 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/711 Quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane Safety Inlormation 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 R45996181 PL1 5 399_UPPER F05 Floor 8 1 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_Z1 p9y12t1 yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY 1 1-13.0 1 0i1M 100HFL7,2,1 7-2-0 I 1-2-0 11 1-2-0 1 1-2-0 I 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 e q B 'a 9 e 9 9 ®,•. E q b N / \ / \ / / \ / \. / /`‘ _\ Z \ / N. e 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 14-11-1f 1 21-4-0 I 14-4-14 0-7-011-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,[27:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d 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(Ib)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 _0 PR OFL. C. attached to walls at their outer ends or restrained by other means. �5 �NGI NE -, V'/O 2 Q 87022PE �c" +v �A�, OREGo ti�olti �OnS44BER ��NPS A. HEP EXPIRES: 06/30/2017 November 30,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. rill. Design valid for use only with Mack®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 bracing M iTek• 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/TPIl Quality Criteria,0SB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiqhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15 399_UPPER F06Floor 2 1 - Job Reference(optional) _ Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek industries.Inc.1-n Nov 27 10:56:29 2015 Page 1 ID:zs2ygYHMY1tl_Z1 p9y 12t1 yAg??-Cbpf09dRz8CVaGp03J6n 1 HI8ciLmglUJz2ULTayEzgW I 1-10-8 1 4?-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 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N I,/ _N /, ! ZN / N ZN / _�-/ N / \ N e v e v e ❑ ❑ v _ e i. 0 RE 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 1t5-11 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) 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 I BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 pudins, 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 Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-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 34-35=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=0/878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-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. ���D PR OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. r G(NE �'W 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 ��N �� LC9 Q2 be attached to walls at their outer ends or restrained by other means. 9 5)CAUTION,Do not erect truss backwards. 870 2PE 7 'c>, OREGO q' <J 4 '5', ,,1,1 1N�Q� A H EPk EXPIRES:06/30/2017 November 30,2015 s r AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lel Design valid for use only with M1Tek0 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 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/TPI1 Qualify Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane 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 R45996183 PL15-399 UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1yAg"?-8_wPRrehVISDpZzOAj8F6iNRgVVxGlmibQMzSYSyEzgU I0-10-0 I 11-2-0 I 4 10-9-0 10-9-0 1 10-9-0 i 0-9-0 I I 0-9-0 109-0 I Scale=1:34.3 3x4= 4x4-4x4 = 3x4 = 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 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,j / \ /1\ /\ /\2/1\ /\ /,,,,,,,,, / \ /\ /N /-\. . c:, e o e ...L. o e a e e• o o a, ►_ 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 1p-9-141 I 20-2-0 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ltd 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(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-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=0/1003,4-39=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 PR QF- 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. '`. �I N E s�, 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 ��5 < ' F/7 0 be attached to walls at their outer ends or restrained by other means. �C. "9 87022PE '0) OOREG•N cp kr c � 'O� MeER �r Sq HE..?‘ EXPIRES:06/30/2017 November 30,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IMI-7473 rev.10/03/2015 BEFORE USE. 14111. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for on 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 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/TPI1 Qu 7777 Greenback Lane a6ty Criteria,DS6-89 and 6CSI building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610 Job ,Truss Truss Type Qty Ply POLYGON R45996184 PL15-399 UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi T eK industries,Inc.Fi i Nov 27 10:56:32 2015 Page 1 ID:zs2ygY H MYItI_Z1 p9y 12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswM S 16H IfOi?4vy EzgT 1 1-10-8 111-10-141 1-0-0 I 1 1-2-0 1f 1-0-2 I i 1-3-11 i 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 • m o ///` e o e a ° % a :. o % a N / N / N Z N ./. .N / N. / '\V- -N. 9 v e o e B o e fi 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 I 2-1-8 I 12-10-14 1p-5-11 1 19-7-0 I 22-4-11 I 2-1-8 10-9-6 b-7-00- 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- j12:0-1-8,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=-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. 2)All plates are 1.5x3 MT20 unless otherwise indicated. coti�ED PR 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 '` �' be attached to walls at their outer ends or restrained by other means. ,\• ��G'N El'i /0 2 4)CAUTION,Do not erect truss backwards. Gr✓ `r 87022PE / ��' cv 7 N "c�, OREGO ti�OW 'IP OO ER \'��Qv A HE?' EXPIRES:06/30/2017 November 30,2015 • i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 1141111. Design valid for use only with Milek0 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 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 of trusses and truss systems,see ANSI/1911 Quality Criteria,DSB-B9 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 1 D9 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 Mirek Industries,Inc. Fn Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-YZcY3thaoggogl izsshykL?ykjzsV6H26KB69nyEzgR 10-10-0 1 10 1 1 1-2-0 1 0i 109-0 0-9-0 110-9-0 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 e ,a`\\ e 4 \ /\ ,\ 5,\ 5 \ 5 '\ .I ` /` /N i_ �\ / • 7 \ 7 \ N ►, ►C 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 10-0-12t i 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],El 8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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 Incr 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 MT2O unless otherwise indicated. �R0[} PR OF4-. 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 '` O[NE S'/ be attached to walls at their outer ends or restrained by other means. c?CD N F Q2 87022PE vc 1 C\-\ t\/ '0)., OREGON rP r� rP �� ' 'C� BER \ SA. HEY' EXPIRES:06/30/2017 November 30,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 1411. 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 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/711 Quakly 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on jointunless less x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Propertyamae orPersonal1 u 1 /4 (Drawings not to scale) DIn offsets are indicated. gry MEDimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 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 2. Truss bracing must be designed by an engineer.For 0-1/1 6" wide truss spacing,individual lateral braces themselves o WEBS 4 may require bracing,or alternative Tor p bracing should be considered. O 3. Never exceed the design loading shown and never �—� U = stack materials on inadequately braced trusses. � U D 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-s c6-� cs-E O- designer,erection supervisor,property owner and plates 0-1/i ' 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 green with fire retardant,preservative treated,or 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. by text in the bracing section of the truss unless otherwise shown. 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 ft.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. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. *HMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. iiiiI ,4v 18.Use of green or treated lumber may pose unacceptable ►. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 M Te k� mit MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 11-2 5-1 5 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. co NG1N l-- �O Qf 892+00 P E ter' 47,OREGON1 , 4CV/ /.0 ,.4)" 14, 2°�Q ` RR11A- . 1 - r 111 II PP 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 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 <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. 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( 40.0)= 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"OC UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC 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 IC OND. 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 I ,( T T Design conforms to main windforce-resisting 5-11-11 3-04-10 5-09-11 system and components and cladding criteria. +320# 11,120# 1' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-4x6 M-5x6 9 00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o ./I ti, rli,, . a 1.. 5 6 .. 4 I o M-3x4 M-3x4 M-1.5x3 M-3x4 0 l y )" y 5-09-11 3-08-07 5-07-15 y 15-02 y '����� P R OFe, .,. �NGINEFh' 'o 2 zr •9200P le__ NAME : 3413-D POLYGON NW - Al ,/� Scale: 0.3884 i tts - 4111110 . 1!1.Builder GENERALoniNOTES, unteupotherwise ntheparmete: OP 1r "s'7� OREGON �Co 1.0udder arW arodbn contractor should be advised of all General Notes 1,This design la based only upon the parameters shown and Is for an Individual 7 Truss: A 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.ac4 compression web bracing must be Metaled ed where shown•. Incorporation of component is the responsibility of the budding designer. r7 .N �� 2.Design assumes Bettop and bottom chords to be laterally braced at G� 3,AddNbnal temporary bracing to Insure stability during construction 7 o.e,and et 10'o.c.respectively carcass broad throughout their length by �,,+J is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood shheething(TC)end/or drywall(BC), �! `R IR 1�� DATE: 11/30/2015 the overall structure Is me responsibslty of the building designer. 3.20 limed bridging or lateral bradng required where shown c+ R SEQ.: K 15 612 9 3 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. !listeners are complete and et no lime should any bads greeter than 5.Design assumes trusses are to be used in s noncorrosive environment, design bade be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing al all supports shown.Shim or wedge if 5.CompuTrus has no control over and arum.no responsibility for the „�aaa,ry• EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is proWded, November L 30'01 5 8.This design is furnished subject to the limitations set forth by 8.Plates shell be bated on both faces of trues,and plead so theirr anter U , TPI/WTCA in SCSI,copies of which will be fumiehed upon request. lines coincide with(ofd center lines. 9.Digits Indicate elm 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 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x9 KDDF #16BTR 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) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.S)+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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) .. For hanger specs. - See approved plans LL = 25 PSF 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 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" 7-077-07 / f I ' 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 10 T ' 1' 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 9.00 17 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), KM load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 z 0 0 7, t Ilk .111111k..i.I.41111161111116. A 1•. 6 •• 5 l 0 M-3x4 M-3x8 M-3x4 0 l y ,l 7-07 7-07 y ), <<- PRp iss' 15-02 w�c ENGIN �R l% 4.c. 89200PE 9c- JOB NAME : 3413-D POLYGON NW - A2 / Scale: 0.3509 WARNINGS: GENERAL NOTES, unless otherwise noted: ft. //__ 'mac` 1,Balder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for en Individual " A.OREGON G O N Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper •7, 2.2x4 compression web bracing must be Installed where shown o. incorporation of component Is the responsibility of the building designer. Y O� 2.Design assumes the top and bottom chorda to be laterally braced at - 3.Additional temporary bracing to insure stability during construction 4 s 2 is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10 o.c.rng espectively a plywood unlace braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility n9 g 3.2x Iconm u c bridgingus i orr la lateral bracing required e shown drywai(BC). �.`L'7('y` of the building designer. w ng q !-1 f1 1 L.- SEQ. : K 15 612 9 4 4.No bad should be applied to any component tell after al 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 trues,15 are to be used in a noncorrosive environment, design bads be applied to any component. and ere for"dry condition"of use. TRANS I D: LINK m6.Design assumes Mt bearing at ell supports shown.Shim or wedge If EXPIRES:12131/2015 5.CopuTnn has no control over and assumes no responsibility for the necessary. l�1 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. t V QVe m l„e r 30 8.This deeign Is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their anter U ,201 5 TPIIWTCA 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 ESR-1311,ESR-19138(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 (Non-Rep) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 BC: 2x6 KDDF #16BTR 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 <= 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 BEARING MAX VERT MAX HORZ BRG 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 PSF 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 'COND. 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. 12 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 17 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-3x6 A4r 0 ® ®�I 0 M-3x4 M-3x8 M-9x6 +12100 +637# y e-oo � p PR-F4-ss c. Lf 89200PE yrt-- JOB NAME : 3413-D POLYGON NW - AGIRD . Scale: 0.4369 /`�� --� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON cr 1.Builder and erection contractor should be advised of al General Notes 1.The design is based only upon the parameters shown and Is for an Individual 7 tx 4Q Truss: AGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper A. !` /, 2.2,M compression web bracing must be Installed where shown+. incorporation of component Is the respondbllty of the building designer, / 04 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction f Is the respomdbrlly of the enactor.Additional permanent bndng of 2'ac.and et 10'o.c.respectively unless braced throughout their length by continuous sheathing such is plywood sheathing(TC)end/or drywal(SC). j'R t 1 l+ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.Dr Impact bridging or lateral bracing required where shown+* f7 SEQ.: 1<1561295 4.No load should be applied to any component until after al bradrg and 4.Installation of tussle the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used In a noncorrosive environment, T RAN S I D• LINK deign loads be applied to any component. end are for"dry condition-of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at al support.shown.Shim or wedge If EXPIRES: 12/31/2015 naceswry. fabrication,handling,shipment end institution of components. 7.Design assumes adequate drainage Is provided. N ove m be r 302015 6.This design la famished subject to the limitations sal forth by 8.Plates shell bit located on both fans of buss,and placed so their anter r TPVWrCA in SCSI,copies of which oil be furnished upon request. Ines coincide with joint anter lines. 9.Digits Indicate We 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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 816BTR 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) 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" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" 1' 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 17 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=1.6, Truss designed for wind loads to in the plane of the truss only. 0 0 i 0 I i r MEMO MEMO, --/ 1 M-3x4 .Jr l l 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 [ 6-00 07' PD ROFt, � � \ Nf <� R O S �' 89200PE �r- JOB NAME : 3413-D POLYGON NW - AJ1 ,� • Scale: 0.6771 ,. WARNINGS: GENERAL NOTES. unless otherwise noted: 5� OREGON •CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shorn and is for an Individual L ��A t „(`./ Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2114 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the budding designer. 1A 3.Additional temporary bracing to insure stablley during construction 2 Design assumes the top and bottom cholas to W laterally braced al O sf. Is Me responsibility of the erector.Adddlenel permanent Madng o! 7 o.c.and at 1r7 o.c.respadNeiy unless braced throughout their length by //w., '(� DATE: 11/30/2015 tie overall structure is the responsibility of the budding designer. 3.D(Iconmpact ping or lateral bracing reinuous sheathing such as quired aond drywsl(BC). 'I R R I�� SEQ.: K15 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 at no time should any pads greater than 5.Design assumes true..ere to be used In■noncorrosive environment, TRANS I D• LINK design bads be applied to any component. end ars for"dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at.1 supports shown.Slim or wedge If EXPIRES:12/31/2015 necessary. fabrication,handling,shipment and instillation of components. 7.Design assumes adequate drainage Is provided. November 30 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both laces of truss,and placed so their center ,2015 TPVVVTCA kr BCS[,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E to.For basic connector plate design value.we 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 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=(-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. 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 = 0.078" 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=1.6, Truss designed for wind loads 1D in the plane of the truss only. 0 sr 0 I rn o ii 0 M-3x4 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' ' `✓� ,D PR 0Fkss �5 tiNGIN /' /a2 ' 89200PE ��` JOB NAME : 3413-D POLYGON NW - AJ2 Scale: 0.5814 ' t� asses WARNINGS: GENERAL NOTES, unless otherwise noted: I.7OREGON 1'�IZ I.Guilder and erection contractor should be advised of all General Notes 1.This design Is based only upon the perimeters shown and h for an individual Truss: AJ2 end Warnings before construction commences, building component.Apphcahlly of design parameters end proper �. 2.2e4 compression web bracing mint be Installed where shown a. 2.incorporation of component Is Ms rsspomlblity of the bolding designer. �r 2-°''\ P�'` Design aumes the top and bottom chords to be latently braced at 14, 3.Additional temporary bracing to InsureetabllNy during consiructbn 7 a.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)end/or drywal(BC). 44&"L7 R'O- DAT E: 11/30/2015 the overall structure is the responsibility of the building designer. 3.NImpact bridging or lateral bradng requited where show"c• I I SEQ. : K 15 612 9 7 4.No bad should be applied to any component untl alter all bracing end 4.Installation of tens Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, end are for"dry condition'of use. T RAN S I LINK design bade be applied to any component. 8.Design assumes full bearing at a1 supports shown.Shim or wedge if EXPIRES:12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the newseary. fabrication,handhng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30 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 ,2015 TPWVTCA in SCSI.copies of which w1N be furnished upon request. Ines coindde with joint center line. 9.Digits indicate she of plate In Inches. MITek USA,Inc.lCompuTrus Software 7.B.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Wel) 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=1 0) 68 2-10=(-650) 3432 3-10=( -89) 317 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-4549) 913 10-11=(-798) 4408 10- 4=( -254) 1451 BC: 2x6 KDDF #1&BTR 3- 4=(-4451) 924 11-12=(-663) 3827 10- 5=(-1361) 301 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3540) 778 12-13=(-663) 3827 5-11=1 -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4424) 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'- 0.0" 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 10PSF 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 DEFL = -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 f ,r T f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCOL=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 12 in the plane of the truss only. M-4x8 M-4x8 9.00 M-3x6 M-4x8 Q 9.00 5 T2 6- M-1.5x3 :M-1.5x3 0 116,. 1/7 Mii....4' 10 11 12 13 ++9 0 o M-3x10 M-3x8 0.25" M-1.5x3 M-3x10 M-3x8 0 M-7x8(S) 1440# P R y 7-06-09 4-11-03 2-08-04 4-09-07 y 7-06-09 y '`���61N O ss/ 1-00 27-06 :9200PE 1" JOB NAME : 3413-D POLYGON NW - B1 Scale: 0.2244 tw ili CC WARNINGS: G.TN.e NOTES, unless otherwisenthee: -yam 47 OREGON ,44/ 1.Builder and erection contractor should be advised Mall General Notes 1.This design b based only upon the parameters shown and h for an krdlvidual Truss: Bi and Warnings before construction commences, building component.Applicability of design parameters and proper ,J 2.2a4 compression web bradng must be metalled where shown*. Incorporation of componerd Is the responsibility of the buNding designer. /r 'T r 2 Cj �4 2.Design assumes the top and bottom chords to be laterally braced at G 3.Additional temporary bracing to Insure stability during construction s Is the responsibility of the erector.Additlonal permanent bracing of o o.c.and et 10'ea o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). C]R 1 l DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.N Impact bridging or lateral bndng required where shown+4. f]11 L SEQ.: K1561298 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 bads greater than 5.Design assumes trusses ars to be used Ins non-corrosive environment, design bads be applied to any component, and are for"dry oond8lon"of use. T RAN S I D: LINK 6.Design assumes NN I bearing al wn.supports sham.Shim or wedge If EXPIRES:12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the necessery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November l'AJe r 7 J 6.This design is furnished subject to the limitations set forth by 8.Plates sshallbe located on both faces of truu,and placed so their center ,201 5 TP WVTCA M BCSI.copies of which nil be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate abs of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6,6(114-E tO.For basic connector plate design values see ESR-1311.ESR-1986(Welt) 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 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-662) 146 5-6=(-156) 688 2-6-(-276) 128 WEBS: 2x4 KDDF STAND 3-4=(-488) 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF 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 J ( 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, A AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 zow(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 f f f Design conforms to main windforce-resisting 3-03-13 2-10-14 1-09-05 system and components and cladding criteria. f 1' ' 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 7 load duration factor=l.6, 1/423x4ier M-3x4 End vertical(') are exposed to wind, 4 Truss designed for wind loads in the plane of the truss only. se Mi-iii co i A o ii co 0 1 @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. o U I ll U. I® Pi` I .l 1=� s 6 ** 7 O M-3x4 M-1.5x3 M-6x8 M-3x8 , +1210 +63,70 233,y0# 3-02-01 2-08-13 2-01-01 y s-oo <LSO PRplea's `r` 89200PE �C' JOB NAME : 3413-D POLYGON NW - BGIRD ,,/•���. ,. Scale: 0.3864 ,..'101114. ...`w Cr WARNINGS: GENERAL NOTES, unless otherwise noted: ��"""""` h Q 1.Builder and erection contractor should be advised of al General Notes t.This design Is based only upon the parameters shorn and Is for an Individual �j 7 OREGON 1�. '/ Truss: BGIRD and wamings before construction commences. buldlrg component.Applicability of design parameters and proper 1- A v^ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component lathe responsibility of the building designer. /40 n O` �4 2.Design assumes the lop and bottom chords to be literally braced at G 3.Additional temporary bracing to Insure'lability during construction 14 f h Is the responsibility of Ina enactor.Addgbnal permanent bracing of 7 c.c.and at IC/o.c.such so sty unless braced throughout their length M 4] continuous sheathingdgingor such es plywood sheathkrg(TC)andlor drywall(BC). ata RIO_ l DATE: 11/30/2015 the overel structure is the responsibility of the building designer. 3.2x Impact bridging or latent bracing required where shown++ !Z f l L. SEQ.: K1561299 4.No bad should be applied to any component ural alter al bndng end 4.Ina alatlon of tans lathe responsibilty of the respective contrador. fasteners are complete end at no time should any loads greater than 5.Design assumes tenses en to be used In a noncorrosive environment, design beds be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at el supports shown.Shim or wedge if EXPIRES: 2//3 !/2 0{E 5 5.CompuTnn hes no control over and assumes no responsibility for the nece'ary. febrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November•}J0 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tens,and placed sotheir center ,2015 TPVWTCA In SCSI,copies of which will be fumlehed upon request. linea colndde with)GIM center lines. 9.Digits Indicate size(Opiate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L(-E to.For basic connector plate design values sae ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&1TR; 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 #16BTR T2 2- 3=(-7419) 2118 13-14=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-5640) 1758 14-15=(-1308) 4472 14- 4=( -13) 389 9-20=( -462) 1832 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=( -126) 251 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1468 16-18=) -67) 201 15- 5=( -468) 1971 2x4 KDDF #16BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5948) 2163 18-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 452 TC LATERAL SUPPORT <= 12"OC. UON. 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 <= 12"OC. UON. 9-10=(-4779) 1584 17-18=(-1725) 5314 TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" 10-11=(-4869) 1558 17- 7=( -270) 659 = TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 18- 7=( -399) 374 NOTE: 2x4 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 BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -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 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 = -0.250" @ 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 HORIZ. 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 '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. T T f ♦597.30# ' ' ' 4597.3o# 1 f 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), 9.001:27 s =M-6x6 M-3x8 7.M-4x4 Q 9.00 6 7 B load duration factor=l.6, T2 7§k Truss designed for wind loads M-3x4 4 M-1.5x3 in the plane of the truss only. + M-3x8 3 A M-5x12 B 1 3 15 I 17' -- _-"' +\ x8 0 10/14113 M-7 M- x9 M-4x10 0 16 18 + o�9 zo 1 z o I I M-1.5x3 M-4x12 0.25 M-3x10 M-3x10 0l o M-3x4+ o il-7x10 M-7x8(S) d 3.75 M-3x4+ 12 y y y y y )' }' y . �c-0 PROFt..5''' y-05-082-05-112-07-07 5-10-03 4-11-08 3-11-11 4-01-07 7-06-09 ,`� ssl y �� .` 1-00-05-08 10-09-08 20-09 00 t..5: `� % ,�34-00 �` 89200PE c JOB NAME : 3413-D POLYGON NW - Cl • . Scale: 0.1609 ,, ' WARNINGS: GENERAL NOTsb, unlessuntenvlse heparam parameters , OREGON A. 1.Builder and erection oontrador should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual �J/�" Truss: Cl and Waminpa before conetrudlon commences, building component.Applicability of design parameters and proper 'r 1�vs 2.Dr4 compression web bradrg mud be Installed where shown*. incorporation of component Is the responsibility of the bolding designer. T 2 ` 2.Design assumes the top and bottom dards to be laterally braced et L 3.Additional temporary bracing to Insure stability during construction ,� 1 e O 7 o.c.end el c.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of ';a:1continuoustinuous sheathing such es plywood sheathing(TC)and/or drywall(BC). 41 ` R 10_ v DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.D Impact bridging or lateral bradng required where shown•+ A� v SEQ.: K1561301 4.No load should be applied to any component until ager all brodng 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, design loads be applied to any component. and are for"dry condition"of use. r�/ r�(] T RAN S I D: LINK6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 2/S I2 V 1 5.CompuTrus has no control over and assumes no responsibility for the necessary. febncetlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30 6.This design is furnished wbjed to the limsations set forth by 6.Plates shall be located on both faces of truss,and placed so their center ,201 5 TPINVTCA In BCSI,copies of which will be furnished upon request. Anes colndde with Joint center lines. 9. es. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Digitsorbasic cotnnector platet'size of In ign values design values see ESR-1311,ESR-1966(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&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=(-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 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/ 402V -55/ 165H 5.50" 0.69 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 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 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 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -V 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. .14 M-3x4 y y y 1-00 6-00 4%.0 P R Opp„ PROVIDE FULL BEARING;Jts:2,9,3 1:t"' 89200 P E 9r' JOB NAME : 3413-D POLYGON NW - AJ3 Scale: 0.4979 rr WARNINGS: GENERAL NOTES, unless olhenMss noted: �r 1.Builder and erection contractor should be advised of ail General Notes 1.This design N Wand only upon the parameter.shown and is for an Indlvldual /7 4." OREGON\t � Truss: AJ 3 and Wamings before oonsarudron commences. building component.Applicability of design parameters and proper 2.2o4 compreasbn web bracing must be Installed where shown 0, incorporation of component b the naponalbBlty of the building designer. � 0 3.Additional temporary bracing to Insure stability during conalructbn 2 Design usumes the top and bottom chorda to W laterally bread at O 4 S l?y Is the responsibility of the credo,.Additional permanent bracing of 7 c.c.and et 10'o.c.respectively is ly unties braced throughout their length by T_ continuous bridging ng such as plywood sheathing(TC)and/or drywall(BC). t3(� DATE: 11/30/2015 the overall structure Is the rosponsibWty of the building designer. 3.an Impact bridging or Niteroi bracing required where shown*+ !7!l!1+ SEQ.: K1132 4.No bed should be applied to any component unt1 after ail bracing and 4.Installation of tons Is the responsibility of the respectNe contractor. fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorroslve environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. • 5.CompuTnus has no control over and assumes no responsibility for the 6.Design as.umes Atli bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabricalbn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 This design Is famished subject to the limitations set forth by 6.Plies shall be bated on beth laces of trues,and placed so their anter TPI/WTCA In SCSI,copies of which will be fumiehed upon request Inca coincide with joint center lines. 9.Digits Indicate sloe of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311.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 <= 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 = 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. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" 0 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" 9.00 7 `) 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 I in the plane of the truss only. 0 0 0 I ` 5 -/ 0 1 M-3x4 J, 1-00 y 6-00 y y 1-05-15 � O P R Ore. (PROVIDE FULL BEARING;Jts:2,5,3,9 I <0 0.4 N E "4 s/0 Z ,4^...89200PE 1-- JOB NAME : 3413-D POLYGON NW - AJ4 Scale: 0.4704 WARNINGS: GENERAL NOTES, unlessotherwise noted: ~- OREGON �a" 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,�OREGON O N Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper H` 2.2c4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary2.Design assumes the top and bottom chords to be laterally braced at2 (y bracing to Inwre stability during construction 2'o.c.and at 10'o.c.respeclNely unless braced throughout their length by �,,r1' + j_ Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 'J't r ILA- DATE: 11/30/2015 the overall structure la the responsibllty of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ !7 SEQ.: K 15 613 0 3 4.No bad should be applied to any component until after al bradng and 4.Installation of trans is the responslblety of the respective contractor. fasteners are complete and at no time should any loads greater then 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. 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 sl supports Chown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling.shipment end installetion of components. 7_Design assumes adequate drainage Is provided. November 3� 8.This design is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center U r 2 5 TPIf WrCA In SCSI,copies of which vAl be furnished upon request, (Ines coindde with joint center lines. m Trus Software 7.6.6(1L E 9.Digits indicate size of plate in inches. MiTek USA,Inc./Co fw ( 10.For basin connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP 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=(-383) 2142 12- 3=( 0) 331 8-17-(-132) 673 BC: 2x4 KDDF #1&BTR 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. UON. 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) 1430 6-15=( -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"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 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/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 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 = -0.092" @ 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" I I 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 I f I f I f I f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 9.00 � M-4x65 M-3x4 M-3x8 M-4x6 '' -,19.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "" load duration factor=l.6, Truss designed for wind loads M-3x4 in the plane of the truss only. M-1.5x3 M-1.5x3 /\ o M-3x6 ac,o� I �` ��� .'lir 13 r �15 B s.^ j M-3x8 o f 1 M-5x10 l in-115x3 0.25'6 M-3x8 M-3x6 1 I o M-3x4+ o M-5x8 -M-6x6(S) a 3 75 M-3x4+ 12 l } y l y , y .ik 0 PROF?C2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 0 61 y y y l \AGAN 1-09-05-08 10-09-08 20-09 y00 � Z. � R ' C'34-00 �' 89200PE JOB NAME : 3413-D POLYGON NW - C2 Scale: 0.1604 "e WARNINGS: GENERAL NOTES, unless otherwise noted. Illi Ct. 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�I 4 �� Truss: C2 end Warnings before construction commences. building component.Applicability of design parameters and proper Ir. 2.2z4 compression web bndng must be installed where down•. Incorporation of component is the responsibility of the bulding designer. /r }.r O 2.Design assume.the top and bottom dards to be latently braced at d 3.Additional temporary bracing to insure stability during construction -T' h Is Me responsibility of the erector.Additional permanent bracing of 7 o.c.and al 10 c.c.lush a ply unless braced throughout their length by �7 continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). fl 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*.. (1 L+ SEQ.: K 15 613 0 5 4.No load should be applied to any component untl after al 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 are to be used Ins noncorrosive environment, design Wads be applied to any component. and are for"dry condition'of use. T RAN S I D: LINK 6.Design assumes full bearing at al supporta shown.Shim or wedge IIX P 1 R ES:12/31/2015 5.CompuTrus Me no control over and mumes no responsibility for the necessary. fabrication,hendlkp,shipment end installation of components. 7.Design assumes adequate tininess is provided. LI OVe flit be r 30,2015 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 TPIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of piste In Inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wilk) 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 2-14=(-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 KDDF 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"OC. UON. 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- B=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1940) 591 8-19=(-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 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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 KDDF ( 625) 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" 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" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" / I T T f. MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 2-07-04 3-06-05 3-08-01 2-0a-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 ,1 / / 1 / ,/ ,I I f I I 1 I I ' ' I 1' MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" / 10-00 10-00 / MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" I 1/ 6 9 I 12 M-4x6 12 M-4x6Design conforms to main windforce-resisting 9.00 7 5 M-7x44 M-8x88 0 Q 9.00 system and components and cladding criteria. /r .tea Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Truss designed for wind loads / _1 in the plane of the truss only. + + 1 M-1.5x3 M-3x6 4 ' 19 1517 14 _- M-3x8 0 a I M-5x10 1 M-115x3 0.251'8 M-3x8 M- 3x6 1 1 M-3x4+ M-5x8 -M-6x6(S) a 3 75 M-3x4+ 12 y ,y k )' y y ,. vD PROF -4,, 2-05-08� 7-02-07 3-08-13 y 5-02-03 5-09-03 9-07-15 y ,��� SSS 1-00-05-08 10-09-08 20-09 1-00 S....? °Z.. � R f6.' 34-00 89200PE fir`" JOB NAME : 3413-D POLYGON NW - C3 . ,/il; ' Scale: 0.1604 r �� ..._ WARNINGS:uilder GENERAL NOTES, uNeupo th paramise eters 7 OREGON L4' 1.Builder and erection Contrsdor should be advised of al General Notes 1.This design la based only upon the parameters itwwn and Is loran Individual �M Truss: C 3 and Wamhngs before construction commences. building component.Applicability of design parameters and proper A f A. 2,2c4 compression web bracing must be Metalled where shown•. Incorporation of component Is the responsibility of the building designer. / X1 j' 2• 3.Additional temporary bracing to Miura stabilty during construction 2•Deign amines the top end bottom chorda to f»laterally braced et O (}.r Is the responslbllity of the erector.Additional permanent bracing of end al 10'o.c.respectively as ey unlace band throughout mein sl(Bngth by /�jt� '� continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). "r! .L`]r']`1 L DATE: 11/30/2015 the overall structure Is Me responsibility of the building designer, 3.2a Impact bridging or lateral bracing required where shown•• !�fl 1 L. SEQ.: K1561306 4.No bad should be applied to any component untl after al bradng 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, and ere for"dry condition"of use. T RAN S I D: LINK design loads be applied to any component. 6.Deign assumes full bearing at al supports shown.Shim or wedge If �y 2 i 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 1 1 2/31/20 1 5 febdcation.handling.shipment and Inatallstlon of components. 7.Design assumes adequate drainage Is provided. November 30 6.Thls design is furnished subject to the limitations set forth by 6.Plates Oil be located on both fares of truss,and placed so their renter ,2015 TPWVTCA In SCSI,copies of Mach will be fumiehed upon request. Mee coincide with joint canter linea uTrus Software 7.6.6 1 L E 9.Digits Indlute size of piste In Inches. MITek USA,Inc./Com P ( to.For basic connector plate design values see ESR-1311,E012-1966(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: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 10-11=(-210) 1514 3-11=(-476) 245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 458 11-12=(-140) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1084) 434 12-13=(-240) 1442 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1084) 434 13- B=(-239) 1444 5-12=(-1B7) 100 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12-(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-476) 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 BRG 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/ 1542V -273/ 273H 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 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 = -0.064" @ 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" 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 1' ' ' f 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 f T T f T f Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 V 4 M-3x4 • Q 9.00 load duration factor=1.6, 1v 5 �� Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 0 0 iixA i,. c 10 11 12 13 P R/� I -3x5 M-1.5x3 0.25M-5x8(S)r, M�5x8(S) M-1.5x3 M-3x5 oI ��� Q VFL, . J' b y l y ��'S. NO1 NE C s/� y y 7-01 6-06-15 6-08-03 6-06-15 7-01 y y �c '4 1-00 34-00 1-00 c' 89200PE fir" JOB NAME : 3413-D POLYGON NW - C4 / Scale: 0.1602ASAP /y. WARNINGS: GENERAL NOTES, unless otherwise noted: 1/' )"��G�, 1.Bulkier and erection centector should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an individual l� 7 OREGON 1 A.Truss: C4 and Nhmings before construction commences. bulding component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Inarpontlen of component Is the responsibility of the building designer. �O 'q 14' t�O` �4 3.Additional temporary bracing to Insure Natality during construction 2.Design assumes the tap and bottom chords to be Silently lensed at �y Is the rosponsibillly of the erector.Additional permanent bracing of 7 o.e.and at 10'ea o.e.rasped sly unless braced throughout their length by '7 'V continuous ahestNn9 such as plywoodsheathing(TC)arraairend/or drywal(BC). -/ 7 R`O- DATE: 11/30/2015 the Quasi structure is me responsibility of the building designer. 3.Dx Impact bridging or lateral brsdng required where shown++ 77 f 1 1 SEQ. : K 15 613 0 7 4.No load ehould be applied to any component until after sl bracing and 4.Installation of trues Nth*reeponabilty of the respective contractor. fasteners are complete and el no lime should any Wads 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 era tor-dry wnditlan'Ouse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull baarlrng alae supporta shown.Shim or wedge If EXPIRES:12/31/2015 neceseary. fabrication.handling,shipment and kutalleuon of components, 7,Design assumes adequate drainage N provided, November ovem be r 3/�201 5 6.This design is furnished subject to the Ilmtatlons set forth by 8.Plates shall be Waled on both faces of truss,and placed so their center u'i lJ, TPUWTCA in SCSI,copies of which will 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(1L)-E 10.For basic connector plate design values sae ESR-1311,ESR-19M(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 81&BTR 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=(-198) 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 <= 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) '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" 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 I I I MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" 7-02-12 6-06-15 2-02-Om-06-03-02 6-06-15 7-02-12 MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" T T T T 1 T f 1' T 14-00 14-00 T '1 5 7 '' ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 M-4x6 9.00 q M-3x4 Q 9.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /e 6 �\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads M-5X8(5) 11 -5x8(5) in the plane of the truss only. 0.25" 0.25" 3 ♦J .vL i .A411O O Q' _ iq/i arA , st' O 12 13 14 15 +`1 1 , I -3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 M-5x8(S) M-5x8(S) ����p PRU/ ss �, ANG ��' y 7-01 y 6-06-15 y 6-08-03 y 6-06-15 y 7-01 J. GM / ), ), y 1-00 34-00 1-00 4.c, 19200PE r JOB NAME : 3413-D POLYGON NW - C5 Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Cu 'rR� 1.Builder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and Is for an Individual ,r Truss: C5 and Warnings before construction commences. building component.Applkabiloy of design parameters and proper +'/lr 2,Deo compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 'fi 2 Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 7 o.c.and at 10'o.c.respectively unless braced throughout their length by /��1,,.g Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathIng(TC)and/or drywall(BC). 4/: :"z?A I='- DATE: 11/30/2015 the overall structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ !�fl SEQ.: K 15 613 0 8 4.No load should be applied to any component untl alter al bredng 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 ere to be used In a non-corrosive environment, T RAN S I D• LINK dealgn bads be applied to any component. and are for"dry condition"al use. 8.Design assumes full bearing at all Wove,own.Shim or wedge If EXPIRES: 12/31/2015 5.CompuTnn 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. November 30,201 5 8.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which wll be furnished upon request. lines coincide With Joint canter lines. 9.MiTek USA.Inc.ICompuTrus Software 7.6.7(1L)-E 1o.For ibats sic connendlute ctor!plate aIinches.values 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 #l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246) 204 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 4=( -60) 472 WEBS: 2x4 KDDF STAND 3- 4=(-174B) 460 11-12=(-153) 1254 4-11=(-615) 289 LOADING 4- 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. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD = 42.0 PSF 7- 8=(-1946) 412 12- 7=(-246) 204 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LL = 25 PSF 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 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) '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" MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL - -0.148" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" I f f 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" ,I ! ! I f f I f f I MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.007 9.00 4.0" Design conforms to main windforce-resisting 5 ,h( system and components and cladding criteria. e Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(5) M-5X6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0.25" 0 25" in the plane of the truss only. 6 r4 M-1.5x31/ Ak)1117-1.5x3 3 O Aillillikh O I r^I -3x5 M-3x4 o lo10.25" M-3x4 M-3x5p M-5x8(S) \ C %.) PREF �s - ,i ,i y y �5 �GIN� /� 8-08-03 8-03-13 8-03-13 8-08-03 ,, {C. ''''9 /�, 1-00 34-00 1-00 " 9.... � 89200PE JOB NAME : 3413-D POLYGON NW - C6111111111 !!! / Scale: 0.1602 _ WARNINGS: GENERAL NOTES, unless otherwise an -r'7, OREGON �to tn CC 1.Bolder and arsdlon contractor Mwdd be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7, ,f_ Truss: C6 and Warnings before construction commences. buNding component.Applicability of design parameters and proper A 2.2x4 compreulon web bracing must be Installed where shown�. Incorporation of component Is the responsibility of the building designer. ' '1)'. 2 O` v� 2.Design assumes the top and bottom chords to be Windy traced at G 3.Additional temporary bracing to Insure stability during construction 7 o.c.end et 10'o.c.raspectivaty unless braced throughout their length by /�/N Is the responsibility of the erepor.Additional permanent bracing of continuous sheathing such ss plywood aMathing(TC)andMr drywalk8C). "/ .L'�R i{ L cts DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or Were'bracing required where shown•• f i�1 L SEQ. : K 15 613 0 9 4.No load should be applied to any component until eller ail bradng and 4.Instagatlon of truss Is the responsibility of the raspectNe contrsdor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used ins non-conceive environment, T RAN S I D: LINK design bade 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 ail supports Shawn.Shim or wedge If EXPIRES: i 1 2/31/2015 necessary. fabrication,handling.shipment and Installation of components. 7,Design assumes adequate drainage is provided. AN 0Ve m be 30 2O5 �I 6.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center I`I U r I J TPWVTCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits cate sizeof plate In Inches. Welt USA,Inc(Com uTrus Software 7.6.6(1L•E 10,For basicconnector plate design values see ESR-1311,ESR-1 A83(MITep 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"OC. 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=1-1312) 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 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" -318/ 1542V -197/ 1978 5.50" 2.47 (CODE ( 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. 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 T f T 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 . '1 T T 1' 10-00 / 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / 1 1 7 ♦ , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 5 12 M-9x6 End vertical(s) are exposed to wind, 9.00 9.00 Truss designed for wind loads M-3x8 M-4x6 in the plane of the truss only. 4 6 f rT., M-1.5x3 M-1.5x3 3 + + 0 0 o 12 13 14 o of -3x5 M-3x8 M-5x6(55„ M-3x8 M-3x5 0l 90 R 0ppss y y y y y �5 NGI N Lc /C2 y 9-07-15 7-04-01 7-04-01 9-07-15 y l w �i 9 /�, 1-00 34-00 1-00 �` 89200PE Q1-- JOB NAME : 3413-D POLYGON NW - C7 Scale: 0.1602 • - �. WARNINGS: GENERAL NOTES, unless otherwise noted: ill. ��/ `t I.Budder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and is for an Individual 3OREGON yam, Truss: C7 and Warnings before construction commences. budding component.Applicability of design parameters and proper V` 2.2x4 compression web bracing must be Installed where shown e. incorporation of component la the responsibility of the budding designer. O� �� 2.Design assumes the lop and bottom chords to be laterally braced at 2.1 3.Additional temporary bracing to Insure stability during construction e ,�j� lathe responsibility of the enactor.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by [, continuous'neighing such es plywood sheathing(TC)andror drywal(BC). L7 l•']'1 DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.24!mood bridging or lateral bracing requited where shown c c (�[1 1r SEQ. : K 15 61310 4.No bad should be applied to any component until alter ad bradng and 4.Installation of truss Is the responsibility of the respectNe 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 are for"dry condition"of use. 5.CompuTnn hes no control over and assumes no responsibility for the 8.Design assumes lull bearing s1 sl supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November Ue r�]/1 +I 8.This design is furnished subject to the llmItations set forth by 8.Plates shad be located on both facet of truss,and placed so their censer l`I U J V,20 15 TP WVTCA In SCSI.copies of which oil 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(10-E to.For basic connector plate design values see ESR-1311,ESR-7988(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 2-11=(-291) 1505 3-11=(-219) 211 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1942) 492 11-12=(-274) 1698 11- 4=(-122) 659 WEBS: 2x4 KDDF STAND 3- 4=(-1720) 474 12-13=(-274) 1698 11- 5=(-596) 183 LOADING 4- 5=(-1300) 440 13- 9=(-339) 1432 12- 5=) 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 5- 7=(-1301) 453 5-13=(-594) 162 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=(-106) 658 TOTAL LOAD - 42.0 PSF 7- 8=(-1720) 494 13- 8=(-218) 199 _ ----_ _--- 8- 9=(-1942) 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 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 = 1.654" 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" 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 ,( ,( ,( ,( ,( ,( ,. ,. system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,( ,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x66 M-4x6 12 load duration factor=l.6, M-3X8 End vertical(s) are exposed to wind, 9.00 7 4 5 Q 9.00 Truss designed for wind loads I ......1 in the plane of the truss only. M-1.5x3 M-1.5x3 3 +. Ni. • O O 0 1 11 12 4` 13 0 0 of M-3x5 M-3x8 0.25" M-3x8 M-3x5 0l M-5x6(S) �90p PRO��s y y y l y `� 61NI sf Jr y 9-07-15 7-04-01 7-04-01 9-07-15 y y {�N ,[? °Z 1-00 34-00 1-00 4t' 89200PE �v' JOB NAME : 3413-D POLYGON NW - C8 „.0054."` . .-- Scale: 0.1852 Q Cr WARNINGS: G.ThddsRALdesign NOTES, unless upon paramese ters '9 / OREGONA y,. 1.Builder and erection contractor should be advised of cell General Notes 1.This design Is based only upon the parameters ahovm and Is for m individual /!7r \V� Truss: C8 and Wamings before construction commences. building component.Applicability of design parameters and proper r 2.214 compression web bradng must be Installed where shown 0. Incorporation of component Is the responsibility of the building designer. " t'7 O �.y- 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom dards to be laterally braced el O (}.s G l_ Is the responsibility of IM erector.Additional permanent bracing of 7 continuous and at 10'faino.crespectively sly unlsss braced throughout their length by ///�,/J 'V sheathing such as plywood sheathing(TC)and/or drywall(BC). _/ r]ri I 1 k DATE: 11/30/2015 the overall structure Is the responsibility of IM building designer. 3.2r Impact bridging or Were!bracing required where shown++ (� L- SEQ.: K1561311 4.No load should be applied to any oomponent until after all bradrg and 4.Installation of tress Is the responddlty of the respectNe contractor. fasteners are complete and el no lime should any bads greater than 5.Design assumes trusses era to be used Ina noncorrosive environment, design bads be applied to any component, and are for"dry condition'of use. TRANS I D: LINK 6.Design assumes lull bearing at all supports shown.Shim or wedge 1f EXPIRES: 12/31/2015 5.CompuTrus Ms no control over and assumes no responsibility far the naasssry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage a provided. November 30 6.This design Is hmlehed subject to tis limitations set forth by 8.Plates shall be iodated on both ramof truss,and placed so thele center ,2015 TM/WI-CA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indlcete sire of plate In Inches. MITek USA.Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values sea E5R-1311,ESR-1988(Mask) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #15BTR SPACED 24.0" O.C. 2- 3=(-3056) 514 14-15=(-282) 2304 14- 4=( -108) 46 WEBS: 2x4 KDDF STAND 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=( -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4466 15- 5=( -224) 1254 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) 4966 6-16=( -146) 1030 TOTAL LOAD = 42.0 PSF 7- 9=(-4666) 1026 16- 7=( -724) 286 8- 9=) 0) 0 7-17=( -418) 766 NOTE: 2x4 BRACING AT 24"OC 00N. 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 34'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 918 11-12=(-6616) 1366 10-18=( -594) 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(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2,4,6-7,10,14 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/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) -4- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: XX 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-5 psf) 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 = 0.064" @ 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 T T ,r 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 f ,f I. f f f ,( f system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 598# f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 6 M-4x6 12 load duration factor=l.6, c Q TEnsverdtiscaglned)fore weixodadtso wind, 9.00 F27 5 6 7 9.00 �� ■* 0 in the plane of the truss only. ,,)i M-1.5x3 } M-1.5x3 3 \/ 1 0 0 1 14 15 1 17 18 r 0 f M-3x8 �b.25" M-3x8 M- 8 0 M-7x8(S) M-7x8 GD PROP l J, y ..1, ). irk y �,��� �,IN�c�ssf 6-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 � 9 (2..0, 1-00 34-00 1-00 89200PE 17_,JOB NAME : 3413-D POLYGON NW - C9 .411P./.....4.0.-. . . Scale: 0.1834 saw WARNINGS: GENERAL NOTES, unless otherwise noted: -�► A.OREGON �j/. 1.Balder 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 rA�I 1,,, � Truss: C9 and Warnings before constriction commences. building component.Applicability of design parameters and proper 2.2x4 compreuion web bradng mud be Installed where shown+. Incorporation of component Is the responsibilityof the Dulding designer. <^ A} 1 4' O 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be ty braced et �,J 0(L Is the raspondbllity of the erector.Additional permanent bradng o} 7 a.c.and at 10'c.c.respectively unless braced throughout theH length by C DATE: 11/30/2015 the overall rdruct a Is the responsibility continuous sheathing or such l b plywood air a where s and/or drywal(BC). L7 1"]A spansibAlty of the balding designer. 3.2x Impact bridging a lateral bradng required where shown++ f�I�l 1 L= SEQ.: K 15 61312 4.No bad should be applied to any component anti after all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners am complete and at no time should any loads greater than 5.Design assumes tenses 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.Compulnu has no control over and assumes no responsibility for the 6.Design assumes nn bearing et ell'upped'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 10Ve m 1„e�30205 6.This design is furnished subject to the limitations cat forth by 6.Plates dull be located on both faces of truss,and placed so their center I L) , 1J TPLMTTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.7(1L(-E- to.For basic connector plate design values sae ESR-1311,ESR-1966(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 lel&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x4 KDDF k1&HTR 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={-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 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 PSF 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 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/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" 1 T MAX HORIZ. LL DEFL= 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL= 0.011" @ 7'- 3.0" 9,00 4 -I Design conforms to main windforce-resisting 0 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, End vertical(s) are exposed to wind, o Truss designed for wind loads i in the plane of the truss only. N dIIIIIIIIIIIIIIIIIIIIIII"'""''''"- MIMMEMEMMEMMOMMIMIMMOMMEM 7 peral O f O o O M-1.5X4 o M'-3x4 0 M-3x4 M-3x5 y y ,y 2-03-12 4-11-04 0-09 1-00 k 2-05-08 y 8-00 5-06-08 y '�� D PNRf�rp�r��s 'PROVIDE FULL BEARING;Jts:2,4,7 ' ���� N"''''-^'�L� ��� ct' 89200PE <" - - -, .;�i'r- . JOB NAME : 3413 D POLYGON NW CJ2 Scale: 0.5126 110 Cr WARNINGS: GENERAL NOTES, unlessatherwise noted: -.57rjr,OREGON w- A. I.Builder and erection contractor should be advised of all General Nolas 1.This design is based only upon the parameters andvm and is for an Individual �O � 24� ��- Truss: CJ2 end Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component 1,the responsibility of the Guiding designer. iii 3.Additional temporary bracing to Insure stablldy during construction 2.Design assumes the lop and uetybotti chords to beroughlaterally braced at -7 c a�F I V5 V le the responsibility of the erector.Additional permanent bracing of 7 o.c.and e 1 O o.c.supe,Maty unless braced throughout their length by R 4� 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. 3.7(Impact bridging or lateral bracing required where shown+a S F'u K 15 61313 4.No bad should be applied to any component until alter aN bracing and 4.Installation of truss Is the responsibility of the reepecthe contractor. Q 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. end are for"dry condition"of use. EXPIRES: 12/31/2015 TRANS I D• LINK design lads be applied to any component. 5.Compulrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al ell supporta shaven,Shim or wedge i( November 30,2015 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.Pates shad be located on both faces of truss,and placed so their center TPA-CA In SCSI.copies of which will be furnished upon request. Nnes 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.E58-1988(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 111&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x4 KDDF STAND 3-4=( -73) 63 3-7=1-310) 190 LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF 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. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.076" ,r MAX TL CREEP DEFL= 0.000" @ 7'- 3.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" (I MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 9.00 157 Design conforms to main windforce-resisting system and components and cladding criteria. cr Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, M-4x6 ' End vertical(s) are exposed to wind, 3 c Truss designed for wind loads in the plane of the truss only. �OIMIMMUMMMIMMMMIUMW 1 _ I M-1.5x4 1_� M,'3x 4 0ol M-3x4 M-3x5 y y y y 2-03-12 4-11-04 0-09 y y y y `- PROF FS 1-00 2-05-08 8-00 5-06-08 '5' GI N t�f !PROVIDE FULL BEARING;Jts:2,4,7 I �" O/f '`� 89200PE �... .. JOB NAME : 3413-D POLYGON NW - CJ3aigl . Scale: 0.4686 (t. WARNINGS: GENERAL NOTES, unless otherwise noted: 7/r fly OREGON A aL t 1.Budder end erection contractor should be advised of ed General Notes 1.This design Is based only upon the parameters shown and Is for an IndlvWual ' !1] 4 Truss: CJ3 and Wemings before construction commences. budding component.Applicability of design parameters end proper 0 1 k 14, 2.Dt4 compression web bracing must be Installed where shown+. Incorporation of component le the responsibility of the building designer. 2$ `(�e- 3.Additional temporary bracing to Insure stability during canstruetbn 2.Design assumes the top and bottom chord.to be laterally braced at 4'1 "iiL�- [JJ is the responsibility of IM erector.Additional permanent bracing of 2 o.c.end at 10 c.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building da 2s mp continuous sheathing such as acplyg re airedshsathere s and/or,i•drywad(BC). 9 signer• 3.Di Impact bridging or lateral bracing required where shown SEQ.: K15 61314 4.No bed should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �/ q r'�(� TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of use. EX P I R ES: 1 2/31/201 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Bill baaring al all supports shown.Shim or wedge If November 30,2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 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. M iTek USA,Inc./Com puTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) 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 N1&BTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=1-350) 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 ROOF ( 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, 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" f 4 MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL= 0.030" @ 7'- 3.0" i Design conforms to main windforce-resisting 12 system and components and cladding criteria. lel 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 I ul M-4x6 3 1111" .. INMEMEMMEMMEMEMM.ITIMM 0 7 '71 31 o M-1.5x4 oI _' M-63x4 ,s o M-3x4 M-3x5 J, 2-03-12 y y 4-11-04 0-09 y t(53 P R OFeS y 1-00 y 2-05-08 y 8-00 5-06-08 l \' �.v.. , s'27 IPROVIDE FULL BEARING;Jts:2,7,4 I '� �' 89200PE r' JOB NAME: 3413-D POLYGON NW - CJ4 'AIM Scale: 0.3929 lir ,t 1�. (Z' WARNINGS: GENERAL NOTES, unless otherwise noted: 7/+ fl.,r OREGON y+ 1� 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual v f �-k- T ru s S: CJ4 and Warnings before conetructton commence., building component.Applicability of design perimeters end proper -0 k '14, O 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. '/V'' ,('jam 3.Additional temporary bracing to Insure stability during oonstructbn 2.Design assumes the top end bottom chords la M laterally braced at e.�IR 1�r j•� is the rosponstbNlty of the ardor.Additional permanent bracing of 7 o.c.and at 10'o.c.respect sty unless braced throughout their length by (•� l� continuous sheathing such as plywood shaaMing(TC)end/or drywel(BC). DATE: 11/30/2015 the overall structure is the responsibility of the bolding designer. 3.214 Impact bridging or Nterel bradng required where shown++ SEQ. : K 15 61315 4.No bad should be applied to any component untl after al bracing end 4.Insteletbn of truss Is the responeibllty of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used Ins non-corrosive environment, and are for"dry condition"of use. EXPIRES: 12/31/2015 TRANS I D: LINK design bads be applied to any component. 8.Design assumes full bowing at al supports shown.Shin or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necesssry. November 30,2015 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is Mnlshed subject to the limitations set forth by 8.Platen shall be located on both faces of truss,and placed so thea center TPUWTCA M SCSI,copies of which all be furnished upon request. Anes coincide with joint center IInes. 9.Digits Indicate size of plate In inches. MITek USA,Ioc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values etre ESR-1311,ESR-1988(MITek) This design prepared from computer input by Jr, LUMBER SPECIFICATIONS TRUSS SPAN 9'- 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 2-7=(-185) 270 7-6=( 0) 18 BC: 2x4 KDDF #1aBTR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 38 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" -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 "oc spacing. I 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 = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed= 0.472" vl MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 4 12 ,I 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), b' load duration factor=l.6, IEnd vertical(s) are exposed to wind, N Truss designed for wind loads CD it in the plane of the truss only. r M-4x6 3 ii*O Allillililliii. M''' `T*� M-1.5x4 11 1,423x4„, o M-3x4 M-3x5 y ,y y l 2-03-12 4-11-04 0-09 �0 P R°F 1-00 y 2=05-08 7=06-03 .. y ��, . ....0,G, ,r+02 8-00 1-11-11 �, 'PROVIDE FULL BEARING;Jts:2,8,4,5 I 8 9 2 00 P E v JOB NAME: 3413-D POLYGON NW - CJ5 Scale: 0.3317 p " P ' CC' WARNINGS: GENERAL NOTES, unless otherwise noted: - `"' ON 1,De 1� I.Builder and erection contractor should be advised of el General Notes 1.This design is based only upon the parameters shown and Is for an Individual !r ],. ` �`•\ Truss: CJ5 and Warnings before conetrudbn commences building component.Applicability of design parameters and proper f0 • 7 4 +•il=• 2.Sa4 compression web bradng mud be installed where shown o. incorporation of component Is the responsibility of the bolding designer. (], 3.Additional temporary bracing to insure debility dosing cemtruclbn 2.Design assumes the top and bottom chords to be laterally braced at44 Fil v RIO- 7 Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10'c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. 3.2/t Impact bridging or lateral bracing required where shown c• SEQ.: K 15 61316 4.No load should be applied to any component untl 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 tenses are to be used Ina non-corrosive environment. EXPIRES: 12/31/2015 design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes lull bearing at al supports drown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. November 30,2 015 febrkatlon,handling,'Moment 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 TPWv7CA In SCSI,copies of which WI be furnished upon request. Ines coincide with joint center lines 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-2 t0.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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-7-(-167) 274 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-361) 68 6-8=(-256) 413 6-3=( 0) 69 WEBS: 2x9 KDDF STAND 3-4=(-284) 245 3-8=1-426) 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/ 997V -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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f 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 = 0.972" 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 P Wind: 140 mph, h=23.7ft, 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, I Truss designed for wind loads in the plane of the truss only. M-4x6 2 /,,,,,/ -f N o M-1.5x4 o 1 o o 3x9M4 M-3x5 y y , l 2-03-12 4-11-04 0-09 c��Q P R Qpr� y ,i y s 1-00,6 2-05-08 9-06=03k ,6 iNG�NEe� f�� 8-00 3-11-11 �L (� "9 'PROVIDE FULL BEARING;Jts:2,8,4,5 I 8 9 2 0 11 P E ` JOB NAME : 3413-D POLYGON NW - CJ6 'mo4010" e i Scale: 0.2919 10 C WARNINGS: GENERAL NOTES, unlessothervtse noted. 7+ , ,OREGONf. � 1.guider and erection contractor should be advised of at General Notes 1.This design 6 based only upon the parameters ehovm and Is for an Individual �O 1 ' ,•+O` �� Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper l 2. 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Nth.responsibility of the buHding designer. (x 3.Additional temporary bracing to Insure stability during conetructbn 2.Design assumes IM lop and bottom chords to be lelera pY braced at �R R!�r �J Is the reaponelbillly of the erector.Addftbno permanent bracing of 7 sc.and al 10'oats respsctNety unless braced throughout their length by l� continuous sheathing such as plywood sheathing(TC)and/or drywa'(BC). DATE: 11/30/2015 the avers'structure is the responelbllty of the building designer. 3.2x Impact bridging or latent bredng required where shown++ SEQ.: K 15 61317 4.No bad should be applied to any component until after a'bradng and 4.Installation of truss Is the reeponelbltty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Deign assumes trusses are to be used In a noncorrosive environment, p TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. EX r I R ES: 12/31/2015 5.CompuTrus has no control over and assumes no reeponslWlNy for the 6.Design assumes full bearing et 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 deign Is fumiehed subJect to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed en their center TPWYTCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center Ines. 9.Digits Indicate she of plata In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate deign values sea ESR-1311,ESR-1908(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 #16BTR 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=(-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/ 64V 0/ OH 5.50" 0.10 RIDE ( 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 1OPSF 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 = 0.003" @ 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 = -0.078" @ 4'- 4.8" Allowed - 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 I I 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=l.6, Truss designed for wind loads in the plane of the truss only. o � c o - � X a M-3x4 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ,ct, ) PROi f02 89200PE r JOB NAME : 3413-D POLYGON NW - J1 ..� Scale: 0.5751 WOW -"Mir WARNINGS:e GENERAL.This NOTES, unless a oth he ss noted: 7 4 OREGON ON 1.Bulder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and h for an Individual G Truss: J 1 and Warnings before construction commences, bulding component.Applicability of design parameters and proper 'J 2.2x4 compression web bracing must be Installed where shown+. tk incorporation of component Is the responsiblly of the balding designer. /� r 2O 2.Design assumes the top and bottom chords to be laterally braced at y/� 3.Additional temporary bracing to Insure stability during construction ■"T Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10'o.c.respectively unless bread throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). R[]4 DAT_E: 11/30/2015 the overal structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cl!1► SEQ. : K 15 613 2 0 4.No bad should be applied to any component until alter aN 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 ins non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK6.Design assumes full bearing at al supports shown.Shim or wedge If �/p p r� 5.CompuTrus has no control over end assumes no responsibility for the neasssryX r(("1 1 2/31/L 01 5 fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30 8.This design h furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their anter ,2 01 5 TPUWTCA In BCS(,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./Compulrus 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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-78) 80 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" -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. ICOND. 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 17 3 1 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. 0 0 .-r 1 M-3x4 y y l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ((54,0 P R pFps `rte 89200PE mac`' JOB NAME : 3413-D POLYGON NW - J2 Sale, 0.5501 INBuilder: G.This GENERALNOTES,Is b, urisuon a rmete: OREGON 4 j 1.Binder and erection contractor alanld be advleed of all General Notes 1.This design Is based only upon the parameters Nauru and Is for an Individual Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Instilled where shown•. Incorporation of component is the responsibility of the bolding designer. r�0� �� 2.Design assumes the top and betiom dards to be Wendy txeced al i 3.Additional temporary bracing to Insure stability during construction r is the responsibility of the erector.Addkbnal permanent bating of 7 o.c.and at 17 o.c.respedhroly unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). b 1"]{1 DATE: 11/30/2015 the overall structure is the ruponsiblM/of the bolding designer, 3.2x Impact bridging or literal bracing required when shown•• !7 1 1 t lir SEQ.: K 15 613 21 4.No load should be applied to any component untA after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a ran-corrosive environment, TRANS I D• LINK design loads be applied to any component. and ars for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES:12/31/2015 neasssry. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. N Ove m hB r 30,2015 8.This design Is furnished sub)ed to the limitations set fodh by 8.Plates shall be located on beth faces of truss,and placed so their center TPW1?CA In BCSI,copies of which WA be furnished upon request. Anes coincide with Joint anter lines. 9.Digits Indicate sirs of plate In Indus. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For besic connector plate design values see ESR-1311,ESR-1968(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 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4-(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" D.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/ 165H 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 HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 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=l.6, Truss designed for wind loads in the plane of the truss only. 0 /,/ vi 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 ���{"C'1 PRppee, =92a0PE JOB NAME : 3413-D POLYGON NW - J3 Scale: 0.4979 WARNINGS: GhRAeINOTES, udeupo Beisepar .mete: �� % OREGON 1.8ulder and erection oon[ndor should be advised of all General Notes 1.This design Is based only upon me parameters shown and h for an Individual to Truss: J3 and Warnings before construction commences. building component,Applicability of design parameters and proper {I 2.2c4 compression web bradng must be installed where shown«. Incorporation or component Is the responsibility of the building designer. r 2��` �4 2.Design assumes the lop and bottom chords to be NteraNy braced at y 3.Additional temporary bracing to insure stability during construction 7 o.c.and at 10'o.c.respectively unless braced throughout their length by //�1,,r� i '� Is the rasponsiblNty of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywaN(BC). _/ "L7 R 10- DATE: 1 1, DATE: 11/30/2015 the overall structure lithe responsibNlty of the buNding designer. 3.2x Impact bridging or lateral bradng required where shown o o !'7 4 SEQ.: K 15 613 2 2 4.No bad should be applied to any component uMl after el bracing and 4.Installation of trans Is the responsibility of the respective contractor. fasteners ere compote and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:12/31/2015 5.CompuTnn 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. November 30 8.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center ,2015 TPWVICA M BCS',copies of which will 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(1L)-E 10.For basic connector plate design values see ESR-t311,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 9WR/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 29.0" O.C. 2-3=(-170) 138 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 HORS 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" -94/ 980V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173w 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" ,r f MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 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-l.6, Truss designed for wind loads in the plane of the truss only. 01cO /7/ ." -,-3x9 1-00 8-00 ��` „D �N PR OFF`S'cS/V 'PROVIDE FULL BEARING;Jts:2,4,3 j r.,F ci �`; /S7 ' 89200PE 9r" JOB NAME : 3413-D POLYGON NW - J4 *. • Scale: 0.9357 .• WARNINGS: GENERAL NOTES, unless otMrwlsa noted: IP 1.Bulder and erection contractor should be advised old General Notes 1.This design is based only upon the parameters shown and Is loran Individual y A OREGON y)_ LQ Truss: J4 and Warnings before construction commences, building component.Applicability of design parameters and proper ,y fkV` 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /O r r7O 2.Design assumes the top and bottom chords to be laterally brand at 1 G �� 3.Additional temporary bracing to Insure stability during construction 7 o.c.and at 10'on.respectively unless bond throughout their length by is the respenslbiNty of the ender.Additional permanent brsdrp of continuous sheathing such as plywood sMathing(TC)and/or drywal(BC). Mac` i V{1 DATE: 11/30/2015 the overall structure Is the resporeelbIlty of the building designer. 3.2x Impact hedging or Wterei brsdr g required where shown++ !� `L SEQ. : K 15 613 2 3 4.No bad should be applied to any component unit after al bracing and 4.Installation of busa is the responsibility of the respective contractor. fasteners are complete and al no tine should any loads greater than 5.Design assumes trusses ars to be used M a non-corrosive environment, and ars for"dry condition"of use. TRANS I LINK design bade be applied to any component, 6.Design assumes full bearing at all shown.awn.Shim or wedge If EXPIRES: 12/31/2015 5.CompuTrus hes no control over and assumes no responsibility for the nenaasry. fabriulion,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 shel be located on both races of truss,and placed so their center November 30,201 5 TPIWICA In BCSI.copies of which WN be furnished upon request. lines coincide with joint center Ilnes. 9.Diggs Indicate size of plats In karts. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1317,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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 54 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF 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 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" 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" 0 7 - 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7 - 11.2" 129.00 Design conforms tomainwindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, 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 in the plane of the truss only. /,,, 1-00 l 8-00 y 1-11-11 y co �� PR o�'�Ss/� 'PROVIDE FULL BEARING;Jts:2,5,3,4 I �N_ '�',� ���"14 '27 �` 89200PE �r JOB NAME : 3413-D POLYGON NW - J5 _wi/' Scale: 0.4026 � �' WARNINGS: G.This a is unless upon thedesignbased parameters shown and Is for an individual Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 4. 2.2s4 compression web bracing mud be Installed where shown 0, Incorporation of component Is the responsibility of the building designer, /eO )r ' 2-Q"\ 7 4 �4 3.Additional temporary bracing to Insure stability during construction 2.Design and at in the top end bottom cholas to be laterally braced of G Z sc. at Ian.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 drywal(BC). L7 11"')I l DATE: 11/30/2015 the overall structure is the responsiblity of the building designer. 3.2e Impad bridging or lateral bradng required where shown°• f 1 {.� S E K 15 613 2 4 4.No bad should be applied to any component ural after all bracing and 4.Installation of truce la the respondbilty of the respect0e contractor. Q' fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ins noncorrosive environment, design loads be applied to any oomponert and are for"dry condition"of use. TRANS I D: LINK6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:12/31/2015 5.CompuTnnas hno control over and assumes no responsibility for the necassery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November�]J O r1 fl 1 5 8.This design is furnished subject to the Ilmtetlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center r L V J TPINVTCA In BCS',copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 15.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 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 #1t: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 BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -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/ 487V 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. '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" 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 Wind: 140 mph, h=23.7ft, TCDL4.2,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. -/ ,,,,,/ M-3x4 0PROp y 1-00 y 8-00 y 3-11-11 y ,,N .,‘"4 GIN L-, --ice [PROVIDE FULL BEARING;Jts:2,5,3,9 I t,V'. ?/ 89200PE �r JOB NAME : 3413-D POLYGON NW - J6 Scale: 0.35981 .• WARNINGS:Builder OThis L design unless upon the pe mete 7 f OREGON �C) � 1.Ruttier and erection contractor should be advised of al Demirel Notes 1.This design la based only upon the parameters shown and Is far an Individual 1�. Truss: J6 and Warnings before construction ammenas. building component.Appdcablllty of design parameters and proper N� A. 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the binding designer, ( s4 2.Design assumes the top end bottom chords to be Nteraily braced el O 3.Additional temporary bracing to Insure stability during construction T o.e.and at 10 o.e.respscilvaty unless braced throughout their length by /O 14Mos is the responsibility of the erector.Additional permanent bracing of contMuoue sheathing such as plywood sheething(TC)and/or drywel(BC). M�L'�11 ry' 4• 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 SEQ.: K1561325 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responslbtNty of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes musses are to be used In a noncorrosive environment, design loads be applied to any component. and ere for"dry condition"of use. T RAN 5 I D: LINKO.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12131/2 015 5.CompuTnre has no control over and assumes no responsibility forme naaassry fabrication,handling,shipment and Installation of components. 7.Design mums'adequate drainage Is provided. 8.This design is furnished subject to the limitations sal forth by 6 Plates shell bated on both faces of truss,end placed so their anter November 30,2015 TPLANICA In SCSI.coplaa of which will be furnished upon request. lines coincide wlh joint center lines. 9.Digits Indicate size of plate In Inches. M iTek USA,Inc.ICom puTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1998(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/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. 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" -B9/ 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 -/ IC OND. 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" 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" MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" Design conforms to main windforce-resisting 9.00system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, russ designed for wind loads in the plane of the truss only. 6 -/,,,Z 3x4 1-00 8-00 5-11-11 ��� It-COO N�'�� '-'6)c� '`Q 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I �' � AL -7 4t- 89200PE r" JOB NAME : 3413-D POLYGON NW - J7 _,,,,, / Scale: 0.3133 � _ ' WARNINGS: GENERAL NOTES, unlessotherwisenoted- 7 f OREGO1Y� 4 itr 1.Balder and erection wntrador 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 �7'J 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the rstponalbEly of the balding designer, /O r ' 2 O �4 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be throughoutty braced at G Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced thee length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 6`L7 R R DATE: 11/30/2015 the overall structure la Me responeiblUty of the building designer. 3.2x Woad bridging or lateral brsdng required where shown++ (711 4 S E K 15 613 2 6 4.No bad should be applied to any component untl after al brad ng and 4.Installation of truss la the responsibility of the respective contractor. Q fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used M s noncorros ve 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 8.Design assumes lull bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Inslatlellon of components. 7.Design auumea adequate drainage is provided. November OVem be r']O 6.This design Is famished subject to the limlations set forth by 8.Plates dui be kneeled on both faces of truss,and placed so their center I Y IJ J ,2015 TP WYICA In BCSI,copies of which wIN 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 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR 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 C= 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/ 427H 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/ 21BV 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. 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 = 0.258" @ 4'- 5.8" Allowed = 0.639" 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" Design conforms to main windforce-resisting ' system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 P7 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads . in the plane of the truss only. 0 M-3x5(5) o ' i 0 Irw l o M-3x9 .�-Q` O P R QFFS�A ...1. ,i, 8-00 y 7-11-11 y ,Fs? ENGIN `'15) fl?Oe (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I �` :9 2�� �� JOB NAME : 3413-D POLYGON NW - J8 ` Scale: 0.2745 wow WARNINGS: GENERAL NOTES, unless otherwise noted: II. tr 1.Builder and erection contractor should be advised of al General Notes 1.This design Is Weed only upon the parameters shown and is for en IndividualOREGON t, Co Truss: J8 and Warning.before construction commences. building component.Appllu -ybillty of design parameters and proper A' G V`�A. 2.204 compression web bracing must be Installed where shown n. 2.Design assumes IM lop and bottom chords to be leleraAy bread at Incorporation of component Is the responsibilityresponsibility of the building designer. n O (�. O� � 3.Addllonal temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of o.c.and at 10 o.respectively unless braced throughout their length by continuous sheathing such■s plywood sheathing(TC)and/or drywa8(BC). ii R i L� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.23i Impact bridging or lateral bracing required where shown+a r} SEQ.: K1561327 4.No bad should be applied to any component ural Mer all bracing and 4.Installation of tons Is the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTnn has no control over and assumes no responsibley for the 6.Design assumes hit bearing at al supports Yawn.Shim or wedge if EXPIRES: 12/31/2015 necessary. November fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 30 6.Thls design h furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center r�O `2 TPVWTCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. B.Digits Indicate size of plate In Inches. Muck USA,Inc./CompuTrus Software 7.6.6(1L(E 15.For basic connector plate design values sea ESR-1311.ESR-1988(Weir) 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&BTR 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/ 24H 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 1(7 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. I 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 = 0.003" @ -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: 140 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 -e End vertical(s) are exposed to wind, Truss designed for wind loads N in the plane of the truss only. 2 ri in -moi , O I►�4 -! M-3x5 p PROF 1-00 y 1-00 y r�c�"<�/�`461NE ,,,. '/0 (PROVIDE FULL BEARING;Jts:2,3,4 I 1,x.3' �/ 89200PE �v"" JOB NAME: 3413-D POLYGON NW - EJ Scale: 1.1020 4C3 Cr WARNINGS: GENERAL NOTES, unless otherwise noted, 7,, .J,.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 indivklual (. -17.C, `1O" Truss: E J end Warnings before construction commences. building component.Applicability of design parameters and proper '1 4, 2.2o4 compression web bradng must be installed where shown+. Incorporation of component is the responsiblity of the building designer. ��j �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dohs to De lelerapy braced at "�/ ",a� �� Is the roaponsiblllty of the erector.Additional permanent bracing of 7 o.c,end et 10'o.c.respectNply unless braced throughout their length by f� continuous sheathing such as plywood sheathing(TC)andror drywall(BC). DATE: 11/30/2015 the oven)structure is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shaven++ SEQ. : El5 613 2 8 4.No bad should be applied to any component until alter el bradng and 4.Installation of truss Is the responsibility of the raapectNe contractor, fasteners Sr.complete end al no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ��// n/ /r�/�q design bads be applied to any component. end are for"dry condition"of use. EXPIRES. 1 2/31/20 1 5 T RAN 5 I D: LINK 8.Design assumes full bearing at el suppads shown.Shim or wedge if 5.CornpuTnn has no control over end assumes no responsibility for the necessary. November 302015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. B.This design Is furnished subject to Me limitations set forth by B.Plates shat be loated on both faces of buss,and placed so their center TPWVTCA In SCSI.copies of which wIN be furnished upon request. Ines coincide with joint center Ines. 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-1998(MITsk) 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 #1iBTR SPACED 24.0" O.C. 2-3=(-62) 32 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" -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 "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 = 0.003" @ -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, (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. r-r W=NI 41021=N M-3x4 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 .c.;\���° PRaFeus :9200PE JOB NAME : 3413-D POLYGON NW - SJ1 0 ,9"'#°' Scale: 0.6696 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Budder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for en bdivduel GO�� Truss: SJ1 and Warnings before constriction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+. Incorporation of component Is the napontlbdiry of the binding designer. /� '9 2.Design assumes the lop end bottom dards to be throughout braced d 4 �� 3.Addttbnal temporary bracing to insure stability during construction e Is the responsibility of the erector.Addttionai permanent bracing of 7 continuous and el ea o.e.respectively unless braced their length by sheathing such es plywood sheathing(TC)and/or drywall(8C). L7 1'"]{l DATE: 11/30/2015 the overall structure is the responsibility of the budding designer, 3.2z Impact bridging or lateral bracing required where shown*+ f 1"1 1 1.. SEQ. : K 15 613 2 9 4.No load should be applied to any component until alter al 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, design beds be applied to any component. end are for'dry condition'of use. T RAN S I D: LINK 6.Design assumes full bearing al al supports shown.Shim or wedge if EXPIRES: 12/31/2015 5.Comno hes control over and assumes no responsibility for Ms necessary fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage Is provided. November 30 6.This design Is furnished subject to the Ilmdabons set forth by 8.Plates shad be located on both faces or tons,and placed ea their anter ,2015 TPUWTCA In BCSI,copies of which will be fumlehed upon request. Ines coincide wtth 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 value.sae ESR-1311.ESR-1988(MiTak) 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=(-40) 36 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. 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" -13/ 98V -15/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 24V 0/ DH 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. `C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF 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 L7 MAX HOAR. 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, MWFRS(Dir), load duration factor=1.6, -/ Truss designed for wind loads in the plane of the truss only. /I o l I /- 10030 3 I -! M-3x4 l l 2-00 PROVIDE FULL BEARING;Jts:1,3,2 I aD RR gyre.„ E 44 C?`5 UNCI I N /per ,�.�.. 89200PE JOB NAME : 3413-D POLYGON NW - SJ1X ..- Scale: 0.7393 WARNINGS: GENERAL NOTES, unless otherwise noted: "p OREGON �J� 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ1X and Warning.before construction commences. budding component.Appllublln2 Oy of design parameters and proper , . ' 1.• I� 2.2.4 compression web bradng must be Installed where shown+. incorporation of component la the n.ponalbllty of the binding designer. / 2.Design aasum.the top and bottom chords to be laterally braced el ! G 3.Additional temporary bracing to insure stability during construction -T�]' ,,y Is the responsibility of the erector,Addttlenal permanent bracing of 7 o.c.and at 10'o.e.respectively unless braced throughout their length by p continuous sheathing such as plywood aheething(TC)and/or drywel(BC). `fi(" 10- DATE: 11/30/2015 the overaoveralldrudure Is the responsibility of the building designer, 3.2,Impact bridging or lateral bracing required where shown* 1 l SEQ.: K1561330 4.No bad 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 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 loads be applied to any component, and are for"dry condition"of use. 5.Com Trus has no control over and assume.no re 6.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 lace responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30 8.This design Is furnished subject to the limitations set forth by 8.Plates shat be located on both races of buss,and placed so their center J ,2015 TPIANrCA in SCSI,copies of which oil 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(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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR 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=(-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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF 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. 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" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 1773 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 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" 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), v, load duration factor=1.6, 0 I Truss designed for wind loads w in the plane of the truss only. 0 M O 1 I: 1111191-11=1.11111 -/O �� 4111W'.-- 1 M-3x4 y •1 . y 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3 I c.,,o) P R or�s s,NG,iNr-F srd 2 ct`. 89200PE �r'" JOB NAME : 3413-D POLYGON NW - SJ2 Scale: 0.6592 � 1 WARNINGS: GENERAL NOTES, unless otherwise noted: C) OREGON '�CC 1.Builder and erectlon contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 72- yam. Truss: SJ2 and Warnings before construction commences. building component.Applicability of design ,w V` g lY g parameters and proper 2.2h4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the building designer, <O '°J r /4 e 2.°N 7 O =r 3.Additional temporary bracing to Insure stability during construction 2.Deign aswnhea the top and bottom chords to be Ielenly braced at G �1 l� Is Na responsibility of the erector.Additional permanent bracing of S o.c.and at 10'o.c.respectively unless brew('throughout their length by iii y-Sr continuous sheathing such as plywood sMething(TC)and/or drywsl(BC). - / CS N�� v DATE: 11/30/2015 the overall structure Is the responsibility of the binding designer. 3.2c Impact bridging or lateral bracing required where shown.... 7 7 SEQ.: K1561331 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is tha responsibility of the respectNe 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. p p 5.CompuTrus has no control over end assumes no responsibility for the 8.Design names full bearing at al 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. 8.This design la furnished subject to the limitations aN fort by 8.Plates shall be located on both faces of buss,and placed so their center November 30,2015 TPWWCA In BCSI,copies of which roll be furnished upon request. Anes 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(MITsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IC:OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N16BTR 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 <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 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, MWERS(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 UON. ' BOTTOM CHORD CHECKED FOR 1OPSF 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 -I 9.00 G'T C1 0 CJ 0 m Ln ‘-' t I I � rn1 o / // //////////////////////////////////////////////////////////////////////////////////////// M-3x4 4 1 y ,1 1-00 11-06-08 ����o PRopSs tcr>.., 4NG 1 N ,c-h' f�� 89200PE -4.--_...„„ ,./ NAME : 3413—D POLYGON NW — P1 /� ;. Scale: 0.5606 ) WARNINGS: GENERAL design unlessotherwise mete J, 47 OREGON fit// 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 Sr Individual LLYLL�"' 'r Truss: P1 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. fO ) '2•° 0.31— .4. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at ,r1 is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by N continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ? i'L v 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 7 1 l SEQ. : K1561332 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 bads greater than 5.Design assumes trusses ere 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 lull bearing at all supports shown.Shim or wedge II EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 H.This design is furnished subject to the limitations set forth by C.Plates shall be located on both faces of truss,and placed so their center TPIA TCA in SCSI.copies of which wig be furnished upon request. lines coincide with joint center Ilnee. 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 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 ROOF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 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 PIE Ground Snow (Pg) 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. 12 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed - 0.054" 9.00 177 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=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 r1 0 I I Il 1 1111. 11 3 I�� M-3x4 y J' l 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 I �Q` .D PR OF�� r'.:. � ��,iNE sio� cr 89200PE fir' JOB NAME : 3413-D POLYGON NW - SJ2X Scale: Scale: 0.6561 ,;`� /s .o.✓�` /y. WARNINGS; GENERAL NOTES, unless otherwise noted: 111, 44. I.Buller 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 " OREGON Zj Truss: SJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper L !` 2.2x4 compression web bracing must be Installed where shown n. Incorporation of component la the responsibility of the building designer. /' Y 2©�'i 00�� 3.Additional le kW 2.Design assumes the top end bottom chords to be laterally braced st L temporary brat to Insure stability dump construction 7 o.e.ant et 10'o.e.napecllvely unless bread throughout their length by /��1� is the responsibility of the erector.Addllonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). & .f f n(']'4( V- DATE: 11/30/2015 the oven.enrcture Is the responsibility of the binding designer. 3.2x Impact bridging or lateral bracing required where shown o• SEQ.: K1561333 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes tresses are to be used Ins noncorrosive environment, end ere for"dry condition"of use. T RAN S I D: LINK design bade be applied to any component u as 8.Design assumes lull bearing et el supports shown.Shim or wedge If EXPIRES: 12/31/2015 5.CompuTns hno control over and mums no responsibility for the necesury. fabrication.handling.shipment and Installebon of components. 7.Design assumes adequate drainage Is provided. November {.,Q r�7 n�f 01 5 6.This design is furnished subject to the lhnletions set forth by 8.Plates shall be bated on both faces of truss,and placed so their center I`l U J0,2 V 5 TPIIWTCA M SCSI,copies of which will be furnished upon request. lines coincide with(o1M center Ilnes. S.Digits Indicate sirs of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plats design values sae ESR-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 4WR/DDF/Cq=1.00 TC: 2x4 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 24.0" O.C. 2-3=(-774) 147 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x4 KDDF STAND 3-4=) -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 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" -77/ 610V -47/ 136H 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 484V 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 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 = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 ,' .q ,f ,f Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 5 ' (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 N O 100 r, O vm rn 7 ow I 2 - 6 ** 7 0 M-3x4 M-1.5x3 M-3x4 y y ,1 6-02-02 5-04-06 y y y Qti�D RO V1-00 11-06-08 �� Ss `� NGIN � Vo �� R 2 ` -57_,,„-57_,,„.r 89200PE JOB NAME : 3413-D POLYGON NW - P2 !' ,/o-�'''" Scale: 0.4181 ' � WARNINGS: GENERAL Is unless on the parameters 3Z f OREGON ��� 1.Builder and erection contractor should be advised of ail General boles 1.ThI■design Is based only upon the shown end Is for an Ingvldwl y�. Truss: P 2 and Wamings before construction commences. building component.Applicability of design parameters and proper tr• 2.Dc4 compression web brsdng must be installed where shown+. incorporation or component lathe responWbliry of the building designer. r'� 3.AddAlonal temporary bracing to Insure stability during construction 2 Design and at l I the top and bottom chards to be Wendy trusted s by O 4 t GAO is the reaponsiblllly of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.rospectNe y unless broad throughout their lengthV� continuousmactsheathing such as plywood Mg(TC)and/or drywel(BC). L1 ]IL V- v DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required*Ave strove++ (�F1 1 L� SEQ.: K1561334 4.No bad should be applied to any component unti alter al bradng and 4.Installation of truss Is the responsiblity 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. ](11 5.CompuTrus hes no control over and asum ses no responsibility1 for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/3 i 1/20 1 5 necessa, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. 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 TPWVTCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate size of plate In Inches. Mirek LISA,Inc./CompuTrus Software 7.6.7(1L)"E 10.For basic connector plate design values see ESR-1311.ESR-1960(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=(-447) 209 6-4=(-126) 98 WEBS: 2x4 KDDF STAND 3-4=( -75) 72 LOADING 4-5=( 0) 0 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" -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 lOPSF 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 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 T � '1' '1 MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 4.00 (7 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=l.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 N I MP iNO N1 to 1 .- 1 ii _ rn 1 of 2 !! x6 r 0 M-3x4 M-3x4 ), y y 8-03 0-05-08 y y 1-00 8-08-08 ,(c(5,,O) R Dass ~� 0...\ -•'' f'o o. :9200P v� JOB NAME : 3413-D POLYGON NW - P3 /0 $°.' Scale: 0.5204 'er W� jy. 1WARNINGS:.Builder GENERAL design Is unless p otherwise theparameters 0 37 % OREGON �4/ 1.Builder and erection contractor should be advised of all General Notes I.This de sign la based only upon the parameters ahavn and Is for an Individual .4--• *. Truss: P 3 and Warnings before construction commence.. budding component.Applicability of design parameters and properA V 2.bio compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer, 1 n t3` �-- 3.Add8lonal temporary bracing to Insure stability during construction 2.Design assumes the tap and bo8am chords to be laterally braced at O ( L Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless esthin throughout their length by /�� '� continuous sheathing such as plywood sheathing(TC)andior drywal(81). 'I L7 R I`4 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++ 1 1 SEQ.: K1561335 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 bads greater than 5.Design assumes trusses ere 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 has no control over and assumes no responsibility for the S.Design assumes full bearing at all 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, B.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 TPI/WTCA In 8CS),copies of which w18 be furnished upon request. Ines coincide with Joint center lines. 9,Digits indicate size of plate in Inches. MiTek USA.Inc./CompuTrus Software 7.6.7)1L)-E to.For basic connector plate design values see ESR-1311.ESR-1008(Mack) 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 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 <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 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 INC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF 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 ' 3 (V tV (`l 1 //////////////////////////////////////////////////////////////////// 4 M-3x4 y 1-00 8-08-08 PR 'LYS oAG1 N /0. 89200PE r JOB NAME : 3413-D POLYGON NW - P4 Scale: 0.0329 WARNINGS: 9 GENERAL NOTES, unless nthe otherwise male OREGON I4 0 I.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 Truss: P4 and Warnings before construction commences. building component.Applicability or design parameters and proper 2.2e4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer. ":0 14' Y7 Q S Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et G Is the responsibility of the erector,Additional permanent bracing of T o.c.and at 10'c.c.respectively unless bread throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +�'7 Ui{( y DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.Tr Impact bridging or lateral bracing required where shown++ (t `1+ S E K156133 6 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. 4'' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment• design bads be applied to any component. and are for"dry condition"of use. TRANS I p: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 5.CompuTrus has no control over end assumes no responsibility for the necassery, fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 7 0,2 015 6.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 canter TPIMITCA In SCSI,copies of which wig be furnished upon request. lines coincide with joint center linea. 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(Mask) 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: 2x4 KDDF k1&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=(-135) 92 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 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 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 1OPSF 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 4 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 17 0 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. 0 0 I oI o 030 4irriAMIIII .030 -, 0 1 M-3x4 ; ), ,, )' 1-00 2-00 3-11-11 ,`(‘. 0) PROF S, 'PROVIDE FULL BEARING;Jts:2,4,3 �` :9200PE ter" JOB NAME : 3413-D POLYGON NW - SJ3 f Scale: 0.5395 "� WARNINGS: GENERAL NOTES, unless otherwisenoted. '7 OREGON ,,,,Z ' 1.Builder and erection contractor should be advised of all General Notes 1.This deitheparameters h based onty upon the parameteters shown and is for an kdlvdual Truss: SJ3 and warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Inate)led where shown*. incorporation of eomponent la Me raapormefbpity of the building designer. R/# 'IP ° O' �4 2.Design assumes the top and bottom chords to be Wordy braced et 4G 3.Additional temporary bracing to Insure stability during construction 7 o.c.and at 10'o.c.respedNsly unless braced throughout their length by �i� Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '7 Li, ' L+ 11/30/2015 the overall structure Is the responsibility of the bolding designer. 3.2(Impact bridging or lateral bradng required where shown** DATE: j SEQ.: K1561337 4.No bad should be applied to any component until alter all bradng and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design mums'trusses are to be used In a non-corrosive environment, T RAN S I D' LINK deign bads be applied to any component. end aro for"dry condnlon"of use. 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes full bearing al ail 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 30,2015 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both feces of truss,and placed so their center TP WVTCA In SCSI.copies of which will be furnished upon request. Ilnee coincide with Joint center lines. 9.Digits Indicate size o1 plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11.)-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 rail. Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS „ 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves o6WEBS may require bracing,or alternative Tor I 0 ., p bracing should be considered. ITIM,1%, O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 0O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 I— designer,erection supervisor,property owner and plates 0-1hd' 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 ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that ifr Indicated by symbol shown and/or SYP 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I 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 411=0 reaction section indicates joint —alli number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing onlyMN— . 0 18.Use of green or treated lumber may pose unacceptable ►--� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal hill19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with MiTek 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 MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT LOT 23 PATIO COVER 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: K1815510 thru K1815511 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. 4PROFe 74TN4\ 89200PE �r art '1OREGON� �Q, Mf' 14 2-' ER 4 P March 16,2016 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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPUN 12'-10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE=1.15 1-2=( 0) 29 2-6=(-224) 1074 6-3=1 0) 293 BC: 204 KDDF 416BTR SPACED 24.0"O.C. 2-3=(-1163) 158 6-7=1-230) 1066 3-7=1-1131) 205 WEBS:2x4 KDDF STAND 3-4=( -82) 74 7-4-(-185) 104 LOADING 4-5=( -9) 2 TC LATERAL SUPPORT<=12"OC. UON. LL(25.0)+DL( 10.0) ON TOP CHORD- 35.0 PSF BC LATERAL SUPPORT<=12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 1.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL=25 PSF Ground Snow )Pg) 0'- 0.0" -105/ 707V -42/ 125H 5.50" 1.13 KDDF ( 625) 12'-10.0" -74/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) '+For hanger specs. -See approved laps LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL p REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF 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=-0.034"@ 6'-11.5" Allowed- 0.596" MAX TL CREEP DEFL=-0.075"@ 6'-11.5" Allowed= 0.794" MAX LL DEFL= 0.000"@ 0'- 0.0" Allowed= 0.012" MAX TL CREEP DEFL= 0.000"@ 0'- 0.0" Allowed= 0.017" MAX HORIZ. LL DEFL= 0.009"@ 12'- 4.5" MAX BORIZ. TL DEFL- 0.016"@ 12'- 4.5" 7-01-04 5-08-12 Design conforms to main windforce-resisting f f system and components and cladding criteria. 12 Wind: 140 mph,h=20.8ft, TCDL=6.0,BCDL=6.0,ASCE 7-10, 3.00 v M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y load duration factor=1.6, End vertical(s) are exposed to wind, Y Truss designed for wind loads in the plane of the truss only. M-3x4 3 O en. tD O tat 1 o S 6 O M-3x4 M-1.5x3 M-3x4 j y 6-11-08 5-10-08 k 1-00 y 12-10 0-011-08 c�. N Fq`0:44: ��89200PEJOB NAME: NRT LOT 23 PATIO COVER - P2 �, _.Sale: 0.4073 f3ul.r.�.reafgn ggntra<tpr.ho„M pe adnsed�all Dererel fetes ,rho�.meed gmlY apron tor.peremrten shown arM.lar.n r�.l OREGONTruss: P2 andMammaseeareconstruct.commences ..sun,amen.nt ApnlU❑Iryadesgna.�.m.t.andprarr Zj D'. L7.at4 wrrllPressron weD bacng must.rttstalbd where shown. mcorpnrepon d components the responadetY of the PAW.Momper / 41)' 2°1 # 3.AddOonal temporary dacnptp insure 4eblRy Wing construction 7 Design assumes the top and potlom chord to.laterally braced at O ,4 surto respo�wm4y M me erecta Adm�onal permanent damp of 7 o c and at to o c respectively unless braced thmughM ter humph M DATE: 3/16/2016 the overall stroaure s R,rasp:m.44 of the des. continuoussneathng suches..wooduiredwerc)endbr e�y»au(BC) -a'/ hp1L� Y finer 3 h Impact bridging or leDBnl...required where shown•• �1 Fl 1 SEQ.: K1815510 4 No wad Mould be upped to a,component emu after a.dating ane 4 installation of truss is the re.porKid49 of the respeoew oomreaor fast.ars are compete and at no time should any wads greater than 5 Clumps assumes trusses are to.used n a nonmrows ern,mnmem. TRANS ID: LINK designMods 6aacdwdmany comwrl.m anderesuns.condo.ofuse 5 ComwTwah.nocont,overa.assumesnorespon.dltyforMe 6 na==me. ar.gaall.ppoKshown Shim dr edges EXPIRES: 12/31/2017 fat... ..naeg,shipment and instaeaton of components 6 7his.sgn s rums,.suttee:to the nun talons set forth by a omen assumes alum I`ocated oneo&it faaf.Qas of tr. Iseced so thea center March 162016 TPgWTG n BCSI copes of which wil.fumnshed upon request lines coincide with joint center lines 9 Dgr6 mdrate sae of pate m Inches MM.USA 1nc10ornpuTrus Solhvare 7 6 7(11.)-E 70 For basic connector pate.sign values see E6R-1311 ESR-1968(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'-10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 214 KDDF 41613TR LOAD DURATION INCREASE-1.15 1-2-1 0) 29 2-6=(-224) 1074 6-3=1 0) 293 BC: 2x4 KDDF H1&BTR SPACED 24.0"O.C. 2-3-(-1163) 156 6-7-(-230) 1066 3-7-(-1131) 205 WEBS: 2x4 KDDF STAND 3-4-( -82) 74 7-4-1-185) 104 LOADING 4-5=1 -9) TC LATERAL SUPPORT o"12"OC.VON. LL(25.0)+DL( 10.0) ON TOP CHORD- 35.0 PSF BC LATERAL SUPPORT 0-12"OC.UON. DL ON BOTTOM CHORD- 10.0 PSF TOTAL LOAD- 45.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 1.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL-25 PSF Ground Snow (Pg) 0'- 0.0" -105/ 707V -42/ 1250 5.50" 1.13 KDDF (625) 12'-10.0" -74/ 583V 0/ OH 5.50" 0.93 KDDF(625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND.2: Design checked for net(-5 psf) uplift at 24"oc spacing. ..For hanger specs. -See approved plans 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--0.034"@ 6'-11.5" Allowed- 0.596" MAX TL CREEP DEFL--0.075"@ 6'-11.5" Allowed- 0.794" MAX LL DEFL= 0.000"@ 0'- 0.0" Allowed= 0.013" MAX TL CREEP DEFL- 0.000"@ 0'- 0.0" Allowed- 0.017" MAX HORIZ. LL DEFL= 0.009"@ 12'- 4.5" MAX HORIZ. TL DEFL- 0.016"@ 12'- 4.5" 7-01-04 5-08-12 T T f 12 Design conforms to main windforce-resisting 3.00 = system and components and cladding criteria. Wind: 140 mph, h-20.8ft, TCDL-6.0,BCDL-6.0,ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-3x5 4 5 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x5 M-1.5x4 11$41 in the plane of the truss only. M-3x4 1 0 Truss designed for 4x2 outlookers. 2x4 let-ins M-3x5 3 .0 of the same size and grade as structural top o chord. Insure tight fit at each end of let-in. 00. e90 o Outlookers must be cut with care and are M-1.5x4 permissible at inlet board areas only. m M-3x5 Li e I� gapM 1 a B PM, a� .+ 6 7 0 M-3x4 M-1.5x3 M-3x4 1 ). i 6-11-08 5-10-08 y 1-00 y 12-10 0-01-08 \��k ANG P E4,sig �, 2v ,- :9200P JOB NAME: NRT LOT 23 PATIO COVER - P1 �� Scale: 0.3948 . `o ----_.-- - WARNINGS: 0SACRAL NOWS. unless otherwse noted. • OREGON . ne - 47 1 Builder aerection contractor should to aMlse1 of all General Notes 1 The des,Is based onlyra upon the parameters shown and s n for an dwdlaal Truss: P1 and warnings before construction commences Mak:Mg component Addiabley of design parameters and proper -T2.... ,�A �2.214 compression web Macng must be Installed where shown. incorporation of components the responsibility of the building designer /O 14 20 3 A0roonaI bmn pory bunm g insure stability during construction 2' Desgn assumes 81a top and bottom chords to be leberelly braced et ` is the responsible,'a the erector Addtloral permanent bracing of 2'o c.a.at 10 o c respedvely unless braced throughout their length IN ;1- DATE: 3/16/2016 the owrenstruaurercthe res tau of earl mnIrnaoessnmmmgsach.agywooeslaathingcrc)andoraryw.n(Bc) FRRtL�- p ponsi Y rip goer. 3 2x Impact trOpng or lateral tracing required where shown.. SEQ.: K1815511 4 No bad should be to any component until after ell breangand 4 I nsfaldbon of truss is the resporsdIrty of the nspecbvecontractor fasteners are complete and at no Irma should any loads greeter than 5 Desgn design loads be applied to any component. assumes oases are m co used in anon-cohost.enwmnnom and are for l'dry cond.,of use. TRANS ID: LINK 6 Design assumes lull beamg at all supports show Shim or wedged 5.CompuTrus hes no control over a.assumes no responsterty for Me nodes., EXPIRES: 12/31/2017 fabrtcabonhandingshipment end Shale Maton of components )Design assumes adequate haina ge is provided 6 Ths des,s tumid.wiled to the bmeabons set forth by B Plates shall be boated on both does of truss and placed so the ranter March 162016 TPIANTCA n BCS,copes of which vtl be famished upon request livres coincide with font center lines. 9 0,E indicate save of plate n inches MITek USA Inc/CompuTfus Software 7.6 7(1 LME t0 For basic connector plate design values see ESR-1311,ESR-1986(M ITIM) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 31 /" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property r a offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 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 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves oiNA may require bracing,or alternative Tor I E p bracing should be considered. I O 3. Never exceed the design loading shown and never Al U stack materials on inadequately braced trusses. 0 C78 C6-7 CS-6 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate � designer,erection supervisor,property owner and plates 0-14 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/7P11. `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,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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that 40111° Indicated by symbol shown and/or SYP represents values as publishedspecified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS 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. II 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. •=dP reaction section indicates joint 11111111 EMI number where bearings occur. __ 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Virlral N 18.Use of green or treated lumber may pose unacceptable ►� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal MI119.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 C T ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asol omon@ cten gineering.c om BULLETIN Date: April 6, 2016 Number: CT-02 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Lots 18 & 23 — Patio Roof Truss Connection Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace Single-Family' project located in Tigard, Oregon. The patio roof trusses shall be attached to the home using a 2x6 ledger with (3) 0.131"x3" nails to each wall stud. This application applies to all of the plan types in the River Terrace single-family development. c,p PRO, / GINt ' 60 ' 4d aLLIAgLtREGOA,N ;40 ' 2 2 ,1 �k, FS T 04/06/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: April 6, 2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Maggie Gordon Polygon Northwest Company Rick Tolleshaug Milbrandt Architects Alexia Fukui Milbrandt Architects R:\15238 River Terrace\Bulletins\15238_2016.04.06_CT02_Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers