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Plans (44) 415 0-0/Cr--0053) Nit MiTek6' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-399_UPPER Fax 916/676-1909 POLYGON 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: R45996177 thru R45996185 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. P R OfiFs c �NAG'NE , dia 44, 2 87022PE 9� <C\4)), OREGON (t)O<L� "POr, 'I ER 1\ A. HO'," EX' ' ':06/30/ / November 30,2015 Hernandez,Marcos 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. 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 MTek Industries,Inc.Fri Nov 2710:5622 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8Fp Wgluyrhgl HMTHTkUyEzgd fl)-10-01 p-10-1411 1-0-0 I 11-2-0 II 1-0-2 I 1 1-0-8 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 23 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 o • e_ e_ e_ e e a a a ,, N,. e k.,..._ 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I 14x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 11-1-0 I 18-6-8 I 21-4-0 1 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- 11:Edge,0-1-81,f12:0-1-8,Edge1,f13:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)'Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=-1474(LC 6),22=568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-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. sko) PR OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'`�G G1 N E 6".(1 Co at the bearings.Building designer must provide for uplift reactions indicated. �,\ �N FR 0_4_ 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. CC 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). >" N y Aj, OREG N (1Q' 4/ LOAD CASE(S) Standard A ‘11,/ �1 �O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 00 8ER Q' Uniform Loads(plf) `S RS A. HE Vert:22-35=8,1-21=80 Concentrated Loads(Ib) Vert:1=1265(F) EXPIRES:06/30/2017 November 30,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent.not . a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding 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/Till Quay Criteria,D$8-89 and ICS!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 R45996178 PL15-399 UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber 8 Tmss Co„ Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYIB_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMs12?No02421ExQ7xQa711 GwyEzgc 1 1-0-0 1 1 1-1-10 ii 1-2-0 1 p-7-211 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e A� /\ �'\�� \ate e \�� / \a 1:3,. e e e e 30 29 28 27 26 25 24 23 22 21 1 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4= 14-2-2 I 13-0-2 13-7-2II I 19-11-4 1 13-0-2 0-7-0 047-0 5-9-2 Plate Offsets(X,Y)- (14:0-1-8,Edgel,[24:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code 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. � ,IG N F9 cyo 2 ' $7022PE 9t- yN >N �ATOREGNti� 4N �O AMBER �1 VO OSA. HE ' EXPIRES:06/30/2017 November 30,2015 1 141 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not . a truss system.Before use,the buiding 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/TPil Quaily Criteria,DSB-89 and ICS!Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 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 10:5625 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzga 1 1-10-8 I 1.,11614.11 1-0-0 1 1 1-2-0 11 1-0-2 1 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 11 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 m e < e e - e e/ Nicir'MI Ill 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 2-1-9 1 12-10-14 115-1, 1 19-7-0 I 22-4-12 I 7-1-8 10-9-6 7-0 7-0 5-6-2 2-9-12 Plate Offsets(X,V)- 112:0-1-8,Edge),113:0-1-8,Edge),f35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (hoc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=-838(LC 6) Max Grav34=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. �� PR OFFS 3)Refer to girder(s)for truss to truss connections. ��Co �,.AG1 N E- • S/O2 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 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 c- 6)CAUTION,Do not erect truss backwards. i c ,ter ry -7 �Aj, OREGON tyC:1' 1v 9O �cMSER \� �4 OS A. HE?' EXPIRES:06/30/2017 November 30,2015 4 I male AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. 1011. 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 budding designer must verify the applicability of design parameters and properly incorporate the design into the overall budding 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/TM1 Quafly Criteria,DSB-89 and ICSI Building Component 7777 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Heights.CA 95610 4 Job Truss Truss Type Qty Ply POLYGON R45996100 PL15-399_UPPER F04 FLOOR 3 1 Job Referancsigptionab Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fd Nov 27 10:5626 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-nO7W08aYgDgwjo5ROAY4PfgdN VLEdQdsG5FhtFyEzgZ 1 1-3-0 I 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 I r--1 Scale=1:37.1 3x4= 1.5x3 Il 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e _ e r Ir:t e ,, ��I \ / \ a / e e e a 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 I 21-3-0 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edge),117:0-1-8,Edge),123:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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(lb)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections, 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. t<-c„V PROFe ��co �NGIN4- /o `C 87022P,44 9` i N Hy � , Aj, OR GON q �4�?bO4BER 4 S A. HEA EXPIRES:06/30/2017 November 30,2015 4 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/07/2615 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,notMill, 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/TPIt Quatily Criteria.DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 N Job Truss Truss Type Qty Ply POLYGON R45996181 PL15-399 UPPER F05 Floor 8 1 Job Reference(optional) . Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5627 2015 Paget ID:zs2ygYHMYItlZ1p9y12t1yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY 1-0-o 1 O.^14f 1-24.L.H 211 1-2-0 1 1-2-0 11 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 454= 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 all N i rif e e e e 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 456= 3x6=3x6 FP=355= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 = 3x4= 1.554 SP= 15-6-14 144-14 11-11-1f I 21-4-0 I I 14-4-14 0-7-041-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge),127:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud 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/TPI2007 (Matrix) Weight:107 lb FT=0%F,0 kE 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.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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, 13-14 554/0,14-15=-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 ��IA 0 P R Qp . attached to walls at their outer ends or restrained by other means. [nJ 144 Q ANG EF,9 p2� 87022PE a ymA�, OREGO rt,Q4/ �C cctijBER \1 ps A- Heck 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.10/032015 BEFORE USE Design valid for use only with Mnekm connectors.This design is based only upon parameters shown,and is for an individual binding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the 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 MiTele ek" 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/rP11 Quafly Criteria,DSI-69 and SCSI Building Component 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cams Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399_UPPER FO6 Floor 2 1 - - _. Job-Reference(optional) Pacific Lumber&Truss Co.; Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 2710:5629 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-Cbpf09dRz8C VaGp03J6n1 HI8ciLmglUJz2ULTayEzg W 1 1-10-8 19-10-14111-0-0 I 11-2-0 11 1-0-2 1 1 1-3-8 1 1-6-0 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ke e e e e q e e e e 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 1 12-10-14 1$-5-11 I 19-7-0 1 22-7-8 1 2-1-8 10-9-6 b-7-o 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- 112:0-1-8,Edgel,El 3:0-1-8,Edgel,(35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress 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 purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=431/0-2-12,34=1732/0-5-8,35=776/0-2-10,23=1453/0-5-8 Max 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 3435=1641/0,33-34=1683/0,32-33=-303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=810/0 WEBS 2-34=1690/0,235=0/1843,12-28=7/485,830=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. v,Vp P R ore 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. '\ " GINE .o 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 r'7 N F Q be attached to walls at their outer ends or restrained by other means. ?i9 5)CAUTION,Do not erect truss backwards. 870 2 PE y �A1, OREGO ti QMH 900 BER \� OSA. Hes", EXPIRES:06/30/2017 November 30,2015 4 r ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. o Design void for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,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 properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Crlerla,058-89 and SCSI Suilding Component 7777 Greenback Lane ti Safety Information available from Truss Plate Institute,218 N.Lee Street-Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiuh s,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 Mrfek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-8_wPRrehVISDpZzOAj8F6iNRgWuGlmibQMzSYSyEzgU I0-10-0 I 1 I 1-7-0 1117=1"q 10-9-0 I C/-9-°110.9-0 10-9-0 I I°-9-°I0-9.0 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 1718 19 20 21 22 23 24 25 e e o e_ o ik e ik _ e o e - e / \ /\ /\ /\ /\ /\ /\ ,. .\-/\ /\ /\ " 1,5; 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 1,p-9-14i I 20-2-0 I 13-2-14 b-7-0 7-0 59-2 Plate Offsets(X,Y)- [17:0-1-8,Edge),[18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid 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.OE(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. (Ib/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=-1379/0,34=1379/0,4-5=-2483/0,5-6=2483/0,6-7=-0317/0,7-8=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=0/4113,3132=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 1731=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,439=897/0,438=0/796, 6-38=690/0,6-37=0/590,8-37=483/0,8-35=0/383,1035=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, 1632=317/0,1732=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. P R 2)All plates are 1.5x3 MT20 unless otherwise indicated. �t,�G� ()Fen 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �A ! GINE,- ss1 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 �� `iN i9 ( , be attached to walls at their outer ends or restrained by other means. 2 87022PE r" N 'N H 7 SATOREG•N q�0� 9O 'M8ER \1 �s A. HE:NP EXPIRES:06/30/2017 November 30,2015 4 I ikimme WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not . a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated 6 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 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/IPII Quaky Criteria,050.89 and SCSI Building Component 7777Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,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&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 ID:zs2ygYHMYItl Z1 p9y12t1yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMS16HIfOi?4vyEzgT 1 1-10.8 1 0-1 1 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e • - - .� �a �►.I� e � / N-/ _ a e �- / Nm �� IN 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 1 12-10-14 111-5-14 I 19-7-0 I 22+11 I 2-1-8 10-9-66 6_7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- I12:0-1-8,Edge),(13:0-1-8,Edge),(35:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina 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=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=0/953,45=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 3435=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. �G�t'c0 P R QFe 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 "� tr be attached to walls at their outer ends or restrained by other means. ��5 ��GI •NEF,Q vQ 4)CAUTION,Do not erect truss backwards. �� 87022PE vt' y �Aj, OREGO ti�o�N 9C' M13ER \1 EXPIRES:06/30/2017 November 30,2015 I I ow a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev,10/03/2015 BEFORE USE. 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 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 stabTity and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/091 Quail/Criteria,DSI-89 and ICS!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 R45996185 PL15399 UPPER F09 Floor 1 1 Job Reference(optional) .`:_.--.-.« -... ..-_,_-- .-r -- Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 20}715 Page 1 ID:zs2ygYHMYIB_Z1p9y12tlyAg??-YZcY3thaoggoglizsshykL?ykjzsV6H26KB69nyEzgR 1010-0 1 fes,11-2-o 1?-7-101 1.0-9-010-9.° 10 s o 10-9-0 Io s o 1°-9-0 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 i e e • e a e e_ er e e. e e O, a , e 1,,,,,,-ILL/ \ /\ /\ /\ /\ /\ /�Nii\ / \ / \ / \ o 1 e e e o o' 7 e •. e o e If 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 1 13-5-12 1,4_0_11 1 20-4-13 13-5-12 0-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),118:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl 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 2-3-1397/0,34=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 1731=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,439=910/0,4-38=0/810, 6-38=704/0,6-36=0/603,836 96/0,8-35=0/396,1035=291/0,1632=281/0, 17-32=0/823,24-26=1086/0,2427=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��O P R OFFS 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '\ s 1 be attached to walls at their outer ends or restrained by other means. 5 1�N0 N EFq %2 ,t 87022PE 9f / yN -VN �A>, OREGO q::, <U Off, A- He EXPIRES:06/30/2017 November 30,2015 1 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/01/2015 BEFORE USE. Design void for use only with Mireh®connectors.This design is based only upon parameters shown,and is for an individual building component.not �x 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/TMl Quay Crrleria,051-89 and ICS!Building Component 777109 Safely Informafon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 13/" Center plate on joint unless x,y ID Y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. iii� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I O .. p0 bracing should be considered. jilimAir 2:00 ohi 1 �l 3. Neverkexceedatthe designadua loadingshownand never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ci e C6-7 cs 6 designer,erection supervisor,property owner and plates 0 'Ad' 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 "Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. 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 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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,If no ceiling is Installed,unless otherwise noted. BEARING established by others. ........ 15.Connections not shown are the responsibility of others. /� Indicates location where bearings 16.Do not cut or alter truss member or plate without prior IS 1> (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® j 17.Install and load verticallyunless Indicated otherwise. number where bearings occur. Min size shown is for crushing only. lilt* 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. \ j i' 'ek BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 smi El MiTeks MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. tit3 PROxes„ „c3 /o 44 ` 89782PE �' � OREGON 2ez,o4 k PAUL V6.4 $. 87 /2016 November 30,2015 Rivera,Mark 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/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #16BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. 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 5Q.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR 15'- 2.0" -256/ 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 !COND. 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 = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" 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, MFRS(Dir), load duration factor=l.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads in the plane of the truss only. 320# 1320# 12 12 6.00E7'. .. 1 6.00 M-4x6 M- x IN:iiiz 00 m d liO CD 1.. 5 6 4 I O M-3x5 M-3x4 M-1.5x3 M-3x5 0 k I. l 1 5-08-08 3-10-12 5-06-12 * 15-02 y c, ‘.461N4.S"./©19 �ry- • '.' 89782PE r' JOB NAME : 3413-B POLYGON NW - Al Scale: 0.4009 ,.� ,�Y/�!G� WARNINGS: GENERAL NOTES, unless otherwise noted: 0+" OREGON 1.Builder and erection connector Mould be advised of a0 General Notes 1.This design h based only upon the parameters Shown end Is or an individual OREGOI V �0,Zr Truss: Al and Warning.before anstructlancommences, building componentApplicabiNyofdesign peramelereand proper C//. ♦ 2.244 compression web bradng must be Installed where shover 4. Inarponibn of component is the responsibility of the building Designer. 9 A fiY ,{(:s 3.Additional temporary bredng to Imre stability during construction 2 Design assumes the lop and bottom chords to be laterally braced et 1✓ Is the responsibility 01 the erecter,Additional permanent brodng of continuo!sa.hesthingrsuch as plywood Maathlng(TC)and/or drywal BC ctiveN uNess braced throughout their length by A" P 1+ DATE: 11/30/2015 the overel structure IS the rosponeibllty of the building designer. 3.2z Impact bridging or Hers!bracing required where shown•o A.U L. SEQ.: K 15 6117 4 4.No bad should be eppied to any component until alter ail bredng and 5.4. etionof omtruss la the he r responsibility sie uitytyd ftthe h��we contractor. ntr.or.n.nt. fasteners are complete and at no time should any loads greater thanDesign design toad.be spoiled to any component. end are for"dry condition"of use. TRANS I D: LINK y�j C B.CampuTras has no antral over and essum•s no responsibility for the 8...-,.DDesign full beartng I aupporia shown.Shim or wedge It .EXPIRES; 12/31/2016. q fabs .I.ndling,shipment and lnstageatn of componenh. 7.Design assumes adequate drainage Is provided. November JO,2�15 8.This design Is furnished subject to the limitations set forth by 8.Plates Meq be baled on both feces of truss,and placed so their center TPI,WTCA in BCSI,copies of which 040 be furnished upon request. Ines coincide with Joint center lin& 9.Diggs indicate size of plate In Inches. MITek USA,Ino./CompuTfue Software 7.6.6(114-E 10.For basic connector plate design values sea ERR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-3=(-774) 153 4-3=(-47) 587 9-2=(0) 353 BC: 2x4 KDDF T6NTR SPACED 24.0" O.C. 2-3=(-779) 153 9-3= WEBS: 2X9 KDDF STAND (-97) 587 S LOADING TC 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 15'- 2.0" -80/ 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7_07 Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 12 T T load duration factor=1.6, 12 Truss designed for wind loads 6.00 I;7' RIM-9x4 Q 6.00 in the plane of the truss only. 4.0" 2 n 1.1 rn o ro i 1.. 4 .. 3 o M-3x4 M-1.5x3 M-3x4 0 b . y 7-07 7-07 y �D 15-02 J• W) (-nQFr�s. .: 4 E4. rp 89782PE fir'' JOB NAME : 3413-B POLYGON NW - A2 .-.....e<. *..I -. • Scale: 0.4009 ty WARNINGS, GENERAL NOTES, unless otherwise noted Truss: A2 1.Builder end erection contractor elrodd be advised of all General Notes 1.The destgn Is based only upon to parameters Mown and Is for en Individual 15. '7 OREGON Q'' and wamings been construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the tap end bottom chords to be laterally braced el 7 �PY '� �r�j` lathe responsibility of the erector.Additional permanent tracing of Y o.c.and at IP c.c.roepedeet uMee.braced throughout their length by + `✓ DATE: 11/30/2015 the overall structure la the responsibll of building designer. conmuousehgglor saerbas acingotlahee where sounor tlrywel(BC). �`s � t1\ ly o ng a 3.to Impact bridging or lateral bracing requirede where shown.. - %- SEQ.: K 15 6117 5 4.No load should be applied to any component until after al bracing and 4.InetalatIon of toes is the esponWbillty of the respective contractor. fasteners are compete and at no time should any loads greater than 5,Design assumes iNsess are to be used in a non-corrosive environment, TRANS ID: LINK dealgn teed,be applied te any uaepenent, and ere for%bycondition'of use. 5.CompuTrus hes no control over end septum"no responsibility for the 8.Design assumes hal bearing et el suppeds shown.Shim or wedge If EXPIRES. 12/31/2016 fabrication,handling.shipment and in.teleten of components. 7.DeUgn assumes S.This design isemlahedsubjedetelimiationssetforthby e.Plates•halbelocatedprovided. enbothta.,ettrrueate drainage is s,,andplacedsotheircenter November 30,2015 IPINVICA In BCSI,copes of which we be furnished upon request. knee ooindde with Joint center lines. 9.Digits indicate sire of plat in inches. MIT ek USA.Int./CompuTrue Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 KDDF 01&BTR SPACED 24.0" 0.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 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" -146/ 818V -57/ 144H 5.50" 1.31 KDDF ( 625) .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL. BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on 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 = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.041" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 1' 'f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 M-1.5x3 4 -/ Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, i End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 m 0 pca 0 I illAlikihil ril fl1rilli ® N _INI ,� c i 1�� 5 .. 6 o M-3x4 M-3x8 M-4x8 l l +12108 +6374 J. 4-00 4-00 1 8-00 K o PROP , � " 8 782P f JOB NAME : 3413-B POLYGON NW - AGIRD i< "" Beale: 0.4610 Tr " WARNINGS: GENERAL NOTES, ureeoothan:se noted r✓' OREGON _J 1.Builder and erection contractor Mould be advised of al General Notes 1.This deign Is based only upon the parameters shown and N for an Individual 7 OA' Truss: AGIRD and Warnings before combustion commences. building component Appl oablllly of design parameters and proper (//V 2.2s4 compression web bradng mut be Installed where shown.. incorporsncn of component la the roapontbpiry of the balding designer. .� s4 iiy A 3.Additions,temporary bracing to Nears teblity during construction Z Design nd.11assumes the lop and bosom dams to a laterally braced at r _{ la Na responsibility of the erodo,.Adelsssel permanent bradng of T o c.and t 10 o.c.reaped,ply unless braced throughout their length by � r.,,�UL n V continuous Meethinr such as plywood where dnafor drywel(BC). PA {t DATE: 11/30/2015 the overall to Mea la the roaponsiblky of the building designer. 3.h Impact bridging or NNW bradng required where shown. SEQ.: K1561176 4.No load should be applied to any amponem Wall after al bradng end 5.4.Datalaion oft se laatha..poosiblltyused mthe aapontlNa contractor. am. fasteners are complete and at no time any loads greater thanand ere for"dry condition"of use. TRANS ID: LINK deign Wade be applied to any component. 8.Design assumes full bearing at al supporta shownshim or wedge if y1/ RES ry i� /�]/{ (� 5.CompuTMhas nocontrol over and assumesareeponsib88yfor the aya0, EXPIRES: 11/31!2016 fabrication,hendlbp,shipment and lntaeatlon of components. 7.Design assumes adequate drainage is provided. November 30,2015 S.This design Is furnished subject to the limitations set forth by 8.Plates Mag be located on both feats of Buse,and placed so their anter TPINJFCA In SCSI,copies of which MN be Nrnbhed upon request. linea colndde with joint center Imes. 9.DIO1ts radiate size of plate In inches. MITek USA lnc.)CompuTrue Software 7.6.7(1L)-E 19.For bats connector plate design values sea 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 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.151-2= _ BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-92 ) 40 2-4-(0) 0 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" -61/ 297V -7/ 97H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 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/290, 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 = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.195" T 1' MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. /' a 0 I ti M OIIIII- O O 1 2 ", M-3x4 J• l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 I 6-00 ,tfeO P R Q �ss icy �NGINEi9 02 " 89782PE 0 JOB NAME : 3413-B POLYGON NW - AJ1 • Scale: 0.6771 V � ., WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 47 Truss: AJ1 1.Builder anderedlon oontrodor should be advised or all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual -9�OREGON c.' and Wammgs before construction commences building component.Applicability of design parameters and proper ( ..8 s� Z M4 compression web bracing must be Installed where shown+. Incorporation of comported Is IM responsibility of the building designer. ,,irJ�. Apt), y� (,+ V�. 3.AddlNonel temporary bracing to Insure stability during construction 2.Design assumes ms top and bottom chorda to be laterally braced at 77 �1 is the responsibility of the erector.Additional permanent bracing of r title aund.l is o c respectively.s sly plywood a bndd throughout mein length by DATE: 11/30/2015 the overall structure Is the responeiblily of the building designer, continuous sheathing such l b ecingre air a where shown and/or a drywaA(BC). �' yI 1 + �� 3.2a Impact bridging or lateral bre Grp required where ++ .4 U SEQ.: K 15 6117 7 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design saaamee trusses are to be used ins non-corrosive environment TRANS I D: LINK design loads be applied I any component. and are for"dry condition^of use. 5.CompuTrashas nocontrol over and neonesnoresponsiilityfor the e.Iaalgnensnre.Ml baathng at aN supports sheaR.Shin,or eadga it EXPIRES: 12/31/2016 necessfabrication,handling,shipment and installation of component.. Oaaignay. 7.Plate.assumes adequate drainage is provided. November 30,2015 d.This design Is copies subject to the limitations set forth by 8.Plates shag be located on both feces of truss,and placed co their center TPiNOrCA M SCSI,copies of which MN be furnished upon request. gest coincide with)Dint canter line. MITek USA,Inc./Com uTrus Software 7.6.6 iL 9.Digits Indicate Me of pieta In Inches. p ( E 10.For basic connector plate design values see EBR-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: 2x9 ROOF #16BTE LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-65) 49 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 BEG 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/ 396V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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 TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" '1 1' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N lh O M. o M-3x4 y l l 1-00 6-00 'PROVIDE FULL BEARING;Sts:2,3,4 I ��g_C1 r R O C 06, 'c.' 897822E r JOB NAME : 3413-B POLYGON NW - AJ2 • Scale: 0.6146 -,..ge .. --.,.e WARNINGS: GENERAL NOTES, unless otherwise noted 4/' (yp �%/'�(�� (t) 1.Builder and erodes contractor should be advissd of a8 General Notes 1.This design is based only upon the parameters shown and h for an Indivdual O F1E-GOI V c;- may,,.. Truss: AJ2 and Warnings beforeconetnmeon commences. building component.Applicability design parameters and proper /u ` 2 2a4 compression web bracing must be Installed where shown«. incorporation of component la the responsibAlty of the building designee A�Y. /, 3.AddNloml temporary bracing k more staNllly during construction 2.Design assumes the lop and bottom chords to be laterally braced at (1-Ipt y I.the respontblt y of the erector.Additional permanent lensing of r continuous sethingrcano as plywood sheathing(TCiniess braced )and/or dryweI BChout their length), PA UL '' DATE: 11/30/2015 the overall structure le the responsibility of the building designer. 3.2e Impact bridging or leteral bracing required where shown«« - SEQ.: K 15 6117 8 4.No load Mould be applied to any component until after all bracing end 4.Installation of truss tru thhee are to 6ebu.Nd ftof thenrespective contractor. nent. fasteners are complete and at no time should any loads greater thanDesign design load.be applied to any component. and are for^dry condition.of use. TRANS I D: LINK 5.CompuTlue has no control over and assumes no responsibility forth. a.Design..sum..Sit bearing.t.l supports shown.Shim or wedge it EXPIRES: 12/31/2016 wary. fabrication,handling,shipment and lint/illation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 S.This design I.furnished subject to the limitations set forth by 8.plates Mall be located on both faces of truss,and placed so their center TPWNTCA in SCSI.copies of which will be furnished upon request. Ines coincide wM joint canter lines. 9.Digits indicate size of plate in Inches. MtTek USA.Inc./CompuTrus Software 7.6.8(1L)-E 1o.For basic connector plate design wales we ESR-1311,ESR-1888(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #l6BTR SPACED 24.0" 0.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP BEARING MAX VERT MAX BORE 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 = 92.0 PSF 0'- 0.0" -57/ 402V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 11.7" -68/ 160V 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. 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/290, 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 = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 9.8" Allowed = 0.593" f I` MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 E7' 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. ''0 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 m m o Ii o of 1 2 i 4.s M-3x4 1 1 y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,9,3 I PR ccyN 444 89782PE 1r JOB NAME : 3413-B POLYGON NW - AJ3 . fG7 • . Scale: 0.5762 / /\• -�... WARNINGS: GENERAL NOTES, unless otherwise noted E.e L-� Truss: AJ3 1.Builder and erection cont,odor should beadvisedorall Genea "lNote. 1.This ' OREGON �� end Warnings before ceneructlon commences. building component.ApplkabBty of design parameters and proper /'. l�'�� 2.214 compression web bracing must be Metalled where shown e. incorporation of camponeM la the rosponsiblllty of the building designer. 'tot', 1[Y� G4 r.,,y A r [+ I 3.Additional temporary bracing to Insure staMllty during conebucllon 2 Design assumes ms top end bottom chords to be Wordy braced at 77 ''ll J"r J �1'V. Is me responsibility of the erector.Additional permanent Bracing of 7 oand at i0 ow respectively unleae braced throughout Ihelr length by DATE: 11/30/2015 the everal endure lathe responsibility of the buildingdesigner. continuouseImpact bridging or Wenupcng requirede sheMhere hna,n) r dryaeg(BC). 8 3.2a Impact or lehnl bracing where mown.+ '-AUL., SEQ.: K 15 6117 9 4.ebbed should be applied to any component umM eller all badng and 4.Installation of truss Is the rospansibl4ty of the respective contactor. radeners aro complete and at no time should any Wads greater than 5.Design assumes susses as to be used In.non-coma*.environment, TRANS I D: LINK design Wada be applied to any component. end are rotary condition'.of use. 5.CampuTme has no control over and mines nose pnrelblllty for the 6.Design..Wrs 94)bearing at.A suppers shown.Shim or wedge 11 EXPIRES: 12/31/2016 e fabrication,handing,shipment end installation of components. '.Deaigr s eWmes adequate drainage Is provided. November 30,2015e,mle design la furnished subject to the limitationsset form by S.PAtes ebe ed enbothfaces ob *,end placed w their comer TPIMTCA in SCSI.Caples of which ml,be furnished upon request. tine coincide with joint center tins. MTek USA,Inc./Com Trus Software 7.6.6 L E S.Digits indicate she of plate in Inches. Ica 1( )- 10.For basic connector plate design values see ESR-1311.ESR-1988('MTek) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 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 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" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 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. 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 TC PANEL LL DEFL = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 -' MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL= -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=21ft, 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 o in the plane of the truss only. . I M O , L RN 1 �. 5 Illa 0 M-3x4 y ) l l 1-00 6-00 1-05-15 ��(}}1 �` (PROVIDE FULL BEARING;Jts:2,5,3,4 I /d+�`co�C. � �,(S.9 't" 89782PE c' JOB NAME : 3413-B POLYGON NW - AJ4 • Scale: 0.5437 •''•'e /' •• � t WARNINGS: GENERAL NOTES, unless°thervdee noted r/' OREGON �tO 1.Budder and eredbn contractor sitodd be advised of el General Notes I.This design Is based only upon the parameters shown and Is bran Individual �jy- © �.. Truss: AJ 4 and Warnings before construdbn commencer budding component.Appeo.bIlly of design parameters and proper 1.�,sr) -V 2.2s1 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the budding designer. T q RY.: 1,� 3.Additional temporary Matingb Insure stabllily doing consituctbn 2.Design assumes the top and bottom chords to be lateralhy braced et Is the responsibility f Me ardor.Additional M bracing of NI 2'c.c.end at ItYea o.c.respectively uoess braced throughout their length by Spon tty a permane continuous eheathing such as plywood q op(TC)and/or drywel(BC). r- A..I 1.1 \ DATE: 11/30/2015 the overall structure Is the responsiblily of the budding designer. 3.2e Impact bridging or lateral bradng required where shown*. �{V 1.. SEQ.: K 15 6118 0 4.No load should be applied to any component until after al bredng and 5.Installation nsta laton of truss s Is the the are respe onsibility Nd of Ithe •respective tive ee iter.environment, fasteners are complete end at no thne should any bads greater thanDesign gr.for'dry trusses tab. TRANS I D: LINK design loads be applied toeny component. e.Design assume.col bearing el sl supports shown.Shim or wedge If 5.CompuTrus hes no control over and assumes no responsibility ler the necessary. EXPIRES:. 12/31/2016 tebrkatlan.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates Mal be boated on both feces of true.,and placed so their center TP WWFCA in SCSI.copies of which will be Nmlahed upon request. Ines colndda with joint center lines 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(h)-K 10.For basic connector plate design value.lee ESR-1311,ESR-t988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=( -61) 465 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.C. 2- 3=(-5997) 1190 10-11=(-1314) 6874 10- 4= -231) 1443 BC: 2x6 KDDF WEBS: 2x4 KDDF STANDR 3- 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 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" -670/ 3376V -73/ 79H 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" -412/ 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. JT 2: Heel to plate corner = 0.75" 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 = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load on7-11-11 11-06-10 7-11-11 Trussduratidesignedffororwind6loeds T 'f T 1' in the plane of thetruss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T T 4598# T T T T 'f 12 12 6.00 p M-5x12 M-3x6 M-4x10 M-4x10 Q6.00 4 t T2 6 6 M-1.5x3 M-1.5x3 +. + o m 47 1 2 I: I r ft rl�a 1.04of 30 11 12 13 **9 0 1M-4x10 M-3x10 0.25" M-4x10 M-3x10 to M18HS-7x14(S) M-1.5x3 ili.1440# y 7-04-12 5-01 2-08-04 y 4-11-04 y 7-04-12 j• `�c5- GE .,96'-'(>0.„.. '. 1-00 27-06 4 [�l`a N c: 'p `t' :9782PE r- JOB NAME : 3413-B POLYGON NW - B1 ,,,+- ,-% . Scale: 0.2244 wr WARNING& GENERAL NOTES, udeopen thnvpe nMed: OREGON /... Truss: B 1 7 Builder and ereceon contractor should be advised of al General Notes 1.This design a based only upon the parameters shown and la for en Individual N. and Warnings before construction commences building component.Applloblllly of design parameters and proper '��l/ 2.2a4 compression web bracing must be Installed inner.Mown+. incorporation of component is the responsibility of the building designer. .�,ey "Cj/�`� j [}�, 3.Additional temporary bracing to Insure debility during consirudion 2 Design assumes the top and bottom aroma to be,eogfly braced at T!/��e •IJI Is the responsibllty ohne erector.Additional permanent bracing ofcontinuou2 o.e.and al ICY o e roach..pty unless bread throughout these length by /fes_ `� DATE: 11/30/2015 the overall structure la thers Zirhuet bridging or latereaedng required where seen ctlryweN(BC). "1 Q.yt' + v-1 eponsibillty of the buABing designer. 3.28lmped bridging or Neral bracing d tl where Mown++ e //�u lit `.* SEQ.: K 15 6118 2 4.No teed Mould be applied to any component until eller el bra dng end 4.eateoetten of trues is the responsibility of the respective contractor. fasteners aro complete end at no time should any beds greeter than 5.Design assumes trusses are to be used Ina nonroorroeve environment, TRANS I D: LINK design bads be applied to any component. end aro(Why condition.of use. 12/31/2016 ry I] )!� p 5.CompuTrus hes no control over end assumes no responsibility for the ti.Design assumes h81 bearing at all supports Mown.Shim or wedge If EXPIRES: 1.`c7/J1!201 U !ablution.handling.shipmentand installation of components. neadsery, 7.Design assumes d. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be eaeduoneboth feasdrainage iof nn..,eand placed so their center November 30,2015 TPIMTCA In SCSI,copies of which nil be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com True Soilware 7.6. iL E 9.Digits indicate.@e of piste m Inches. Iw 6( (. 10,For basic connector plats design"slues see ESR-1311.ESR-tB88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF #105TR SPACED 29.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 109 6-3=( -119) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+13L( 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" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5,50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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/290, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.359" nails staggered at: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.039" @ 3'- 0.0" Allowed = 0.472" XXAND9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 bettors chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" ** For hanger specs. - Sore approved plans 6-02-11 1-09-05 f f Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. T '1 T T 12 Wind: 140 mph, h=20.7ft, TCDL=9.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, M5IFRS(Dir(, 6.00 17, m load duration factor-1.6, Truss designed for wind loads aimmiimmi 3 M-3x59 in the plane of the truss only. -,� M-3x6 o 01 @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. ::: M-4x6 m AilialiiiO3. OWE a o 1►� 5 6 1 0 M-3x4 M-3x4 M-7x8 M-3x8 y *12100 +6370 , ♦23300 L 3-00 2-09-12 2-02-04 _ j 8-00 y ��4�.0 PR OP 5 ,(.5: ' '., N EFR f4?9 ' " 8"782PE v' JOB NAME : 3413-B POLYGON NW - BGIRD Scale: 0.4699 r, WARNINGS: GENERAL NOTES, uNeesothandw noted V4).�4 1.Builder and Region contractor should be advised of al General Notes 1.TN.design Is based only upon the parameters shown and N for an individual 9 OREGON ,(e,,,- Truss: BGIRD and Warnings before construction commences. building componentAppllwdlny of design parameters and proper 2,254 comprea ns web bracing must be Instilled where Mown a. ? otilr Inwrpontion of component is the roaponstblity of the bolding designer. ='9 '4 Y:,� "� 3.Additional temporary bracing to Insure Natality during wnstructbn 2.Design assumes the lop and bottom dross to be laterally braced at Is the responsibility f the erector.Additional M bating or 2 au.and N 70 c.c.reapedlwly unless bawd throughout their length by /+y Hy o permanent continuous sheathing such as plywood shoe where (TC)and/or drywel(BC). j•+A..UL '' DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or Mend bracing required where Nwwn*+ SEQ.: K1561183 4.Na bed should be applied to ens component anti eser CI braring and 4.Installation aoo�sII•sh..sponsiblbe�tyofthd in a no^pdtivve•netr oarsmen. fasteners are complete and at no thre should any Rads greater than g TRANS I D: LINK design Rads be applied to any component and are for"drycondblon"of use. wedge 5.CompuTrnns has no control over and assumes no raspondblllty for me a Design comes full bearingt I supports Mown.Shim or wed If 'EXPIRES:. 12/31/2016 na, fabrication,handling.shipment end Installation of components. 7.Design assumes adequate bonmageisprovided. tel 30,2015 8.ThIs design Is furnished subject to the limitation at forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINdICA in 81St,copies of which will be furnished upon request. Ines wlndde with joint carder Idea 9.Digits Indicate abs 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-1998(MiTek) I 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=(-22) 50 2-4- BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-37) 25 -(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 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" -74/ 248V -4/ 36H 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" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 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 = 0.003" @ -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" @ O'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, ri Truss designed for wind loads rn 2 ' in the plane of the truss only. I 0 o Mpg= O f 1 11 1/ M-3x4 y 1 0o y 1-0o y ) PR°Fe 641 'PROVIDE FULL HEARING;Jts:2,4,4 I �` _,�C. 1hIN LAR rp 8 782PE r • JOB NAME : 3413-B POLYGON NW - BJ � /\ Scale: 1.1073 •�� a•IT ' • -^' WARNINGS:alderGENERAL design unpapoharamete. 9 OREGON h Truss• B J Baader and.before contractor should be advised of alp General Nolae This no p based only upon the parameters shownparameters and b for en Individual Oar and Warnings before construction commences. balding component.ApdicablNty of design parameters and proper 2.2e4 eompreedon web bracing must be installed where shown e. Incorpon8on of component Is the responeiblIty of the building designer. n v r 2.Design assumes Ms top and bottom chords to be laterally braced el �� G4�r' 15 �r„J G Additional temporary bracing to Indere stability during consbucllon 2 Data and et 15 o e respectively unless Medd throughout malt length Y Is the responsibility of the eredor.Additional permanent bracing or Po rigor by /♦�_ DATE: 11/30/2015 the overall structure Is the responeblilty of the balding designer. continuous shedders or Wer)b acingre required where)ander tlryweq(BC). 1. ,a C3� 3.2.Impact bridging or Were)bracing shown e• Jr.{UL T R SEQ.: K 15 6118 4 4.No load should be applied N any component until after al bracing and A Instellaten alba..Is the reaponeidgty of the reepeetNe contractor. fasteners are complete and et no time should eny loads greater than 5.Design assumes trusses are to be used In.non.norroslve environment, TRANS I D: LINK design loads be applied to any component. end are for'dry condition"orad. 5,CompuTrus he.no control over and assumes no reeponsldl8y for the 8.Design.dames full bearing at all.apPorts shown,shim or ends.It EXPIRES: 12/3112016. fabrication,handling,shipment and installation of component.. 7.Designassumes adequate drainage Is provided. November 30,2015 8.This design is rumlahed subject to the limitations set forth by 8.Plate.shall be looted on both fads of tens,and placed so their center TPINWTCA In 8151,cope.of which nil be furnished upon request. Ilnes coincide with)Dint center Ilnes 9.Digits indicate one of plate In inches. Mitek USA.Ina./CompuTrus Software 7,6.7(1L)-E I0.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF H1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF 1t103TR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16-(-1936) 366 22-12=( -92) 390 BC: 204 KDDF #16BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=) -12) 594 WEBS: 2x4 KDDF STAND; • LL = 25 PSF Ground Snow (Pg) 4- 5=) -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 404 17- 5=) -330) 2134 2x4 KDDF 1116BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+DL) 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"OC. UON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL) 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8-) -388) 1234 11-12=( -6882) 1862 20- 8=( -724) 422 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 21-10=( -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN _,� nails staggered at: 9 oc 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 206 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL =-0.318" @ 13'- 4.7" Allowed= 1.654" ,7/, '1 MAX TL CREEP DEFL =-0.613" @ 13'- 4.7" Allowed= 2.206" 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed= 0.100" ,/ 4' MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed= 0.133" 2-09 2-09-12� 0-05105 2-08-08��3-04-02 T 4-05=08 f ,r . j ,( 1 f ' '1 MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 6-10 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" ,y 7.30# =M-4x4+ T 597.30# $59 12M-3x8 12 Design conforms to main windforce-resisting 6.00 M-3X6 Q 6.00 system and components and cladding criteria. M-5x6+ M-5x6+ ��yM3x6 6 Wind: 190 mph, h=22.9ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x10 M-5x6 load duration factow=1.6, M18HS-5x16 S ��.� 1 Truss designed for wind loads �yW in the plane of the truss only. M-3x4 M-1.5x3 4 2 M-2.5x4 or equal at non-structural diagonal inlets. M-3x8 nn M-4x10 .3 •• ,"�' B `m oC. I �/�15 16 17 19 " `_- 4 I d' Z 1 M-3x4 M-3x8 0 II ,1 M-115x3 M-38 x10 0.2534 M-3x8 M-3x8 1 1 0 0 M-7x10 F� M-5x8(S) � p t i4.,, d 3.75 12 1 1 1 1 1 1 1 1 co �GiN �rR f�, 2=05-082-09-12 2-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 1 1 �C� /L� 1 1 1 1 }-0 05-08 10-09-08 20-09 1-00 �' :9732PE r 1-00 34-00 1-00 , .millif �„e� JOB NAME: 3413-B POLYGON NW - Cl /JMI , Scale: 0.1478 GO ` ; GENERAL NOTES, unassolhe,vdss noted: I+.6, REGONI ,;N. '` WARNINGS: V 1.Balder end eradbn contractor should be edvMd oral General Notes 1.Thle design Is based only upon the parameters drown and Is for an individual ✓d1A� .. ItS. Truss: C 1 and Warnings before construction commences. balding component.Appllcobllth of design parameters and proper 7 1 7 2 2,4 compression web brining mot be Installed where shown*. incorporation of component a the responsibility urine bailing dealgner. + 3.Addllbeal temporary bracing to Insure stability daring conewdion 2 Deign oosomes the top end bottom chords to be aterolty brecotl al 1:/I 1+L Is as n n.ldltty of the erector.Additional permanent bracing of Y on.and et 10'o.c.respectively unless braced throughout their angor by t,/4. apo continuous sheathing such es ptywoad sheathing(7C)andlor drywal(BC). DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. I.2,Impact bridging or littoral bracing required where shown 4.No load.hauld be applied to any component until eller.1 bredng and 4.Installation of was a the responsibility or the respective contractor. EXPIRES: airy f�.l !� {c SEQ.: K 15 6118 6 fasteners are complete and at no time should any bads greater than 5.Design mimes trusses are to be used Ina noncorrosive environment EXp i R�J. 1 GI k7 I/L�15J TRANS ID: LINK deign loads beapplidtoenycomponenteeind gnassue..MIbaSon.gate. wedge 5.CampuTnnhas nocommlover and assumes no responsibility for the 8.Dere rdlb..rin tela MNrown.Shimforw. 0 November 30,2015 awry. fabrication,handling,shipment and installation or components. 7.Deign assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitation.set forth by 8.Pates shall be located on both faces of coo,and placed co their anter TPIA TCA In BCSI,copies of which wig be famllred upon request. Ines coincide with joint center Ileac, 9.Digits indicate size of pate In Inches. MITek USA,(no./COmpaTrue Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-7985(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/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-254) 2138 3-10=(-253)(- ) BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 446 WEBS: 2x4 KDDF STAND 2- 3=(-2510) 513 10-11=(-259) 1799 10- 9=( -15) 446 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1611) 437 11- 6=1-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 POE 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PIE 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" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 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 = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 1' '1 1 Design conforms to main n windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components cladding criteria. T T T T T T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 Q 6.00 p M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 A( in the plane of the truss only. M-5x6(5) `\ M-5x6(0) 0.25" 0.25" ,c M-1.5x33 Ifr\ *M-1.5x3 m o 14 o 1 .. 10 'f 12 -I'c4' of M-4x4 M-3x4 0.25" M-3x4 .7M-4x4 of o M-5x8(S) RcO PRQpe y y y '' y �� l � /428-09-09 8-02-12 8-02-12 8-09-04 y 1-00 39-00 1-00 89ppryryer JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 I WARNINGS: GENERAL NOTES, miles.otherwise noted toe OREGON ti) Truss: C2 1.Builder and eredion contractor Mould be advhed of all General Notes 1.This design is based only upon the parameters Mown and Is for an Individual 17 OREGON(," and Warning.before construction commences building component.Applicability of design parameter.and proper Sfl• \i 2.2s4 compreabn web bredng must be Installed where Mown e. Incorporation of component la the responsibility of the building deelgner. 3 Additional temporary bracing to Insure dad*during construction it T c c and at 10 o.c.2.Design assumes the lop arse bottom MOMa to be letersily braced at 11;e3),"� - �I A \ Ie the responsibility of the"radar.Additional permanent bracing of roepectdely unitise braced throughout their length by ] 1 DATE: 11/30/2015 the Quenu structure la tit.ro nstbgi continuous sheathing such as plywood sheathlrp(TC)and/or dryw.128C). T� ['1` apo ly or Iha buildup tlesigner. 3.2r Impact bridging or lateral bredrp required collate Mown e. f"' `* SEQ.: El5 6118 7 4.No bad,houtd be applied to any component until eller all bracing and 4.Installation of Was la the responsibility of the respective contractor, fasteners are complete and at no time Mould any bads greater then S.Design assumes Mines aro to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied teen component. end are for"dry condition'of use. y p r.�-qq�t] ��jj/ S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes 154 bearing at ck supports Movm.Shim Sr weep.If EXPIRES:ES: 1 2/31/201 6 necessary.fabrication,handling,shipment and Installation of components. 8.ThledesignisfumlMedsubjecttothelimtationssetforhby 7.Plain.hel6.coateduonebothhf ce.oftrruu., ndplacedwmeircenter November 30,2015 TP W.rICA In SCSI,copies of which wig be furnished upon request. lines coincide with Joint center linea. MRek USA,Inc./CompuTrue Software 7.6.6(1L}E 9.Digits indicate size of plate In inches. to.For basic connector plate design values we ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2- 3=(-9872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 197 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 9=1 0) 371 LOADING 4- 5=(-2106) 491 14-15=( -8) 59 4-13=( -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=) -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD = 42.0 PSF 7- 8=(-2278) 486 13-15=( -144) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 916 15- 7-) -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1592V 0/ OH 5.50" 2.97 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 = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" 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" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 q 4 q T q 4 1 1 12 12 Design conforms to main windforce-resisting 6.00 IIM-6x6 Q 6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 ./( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �,%4. load duration factor=1.6, M-1.5x3 M-Sx6(S) Truss designed for wind loads 5 in the plane of the truss only. M-5x6(5) ,44444, 0.25" 0.25" t4 41 M-1.5x3 M-3x6 NININNIIiiiis 3 M-3x8 01 _ ��((rn m ,(- 1 12 13. An` `\0 4, o Y- M-5x8 M-3x4 9 14 15 16 9 0 I o M-5x8 M- 4x8 0.25" -M-4x4 1 oo M-5x6(S) ... 13.75 M-1.5x3 12 ; y y y k ) )• cO PR 1/4--,... OFex, 2-05-08 5-03 5-08-04 3-07-04 8-02-12 8-09-04 ,SA ), , J• )' .i c5 t\GINEk-- / w 1-0/2-05-08 10-09-08 20-09 y00 C , 15 .j . � 34-00 89782PE• JOB NAME : 3413-B POLYGON NW - C2-C • ., • Scale: 0.1602 / /' •' - ."MI WARNINGS: GENERAL NOTES, unless otherwise noted: Co. h y+'�(�� N.1.Builder and erodlon contractor should be advised of all General Notes 1.This design h bawd only upon the perimeters shown and k for an individual "7 OREGON N h �. Truss: C2-C end Warnings before construction commence. building component.Applicability of design parameters and proper /V, Y 2.Di4 compression web bradng must be msttlbd where shown.. 6.„.4- incorporation of component b ee responsibility of the bolding designer. •� A F tR:A 6 3.Additional temporary bracing to insure debility during wnstrudbn 2.Design assumes the top and bottom es.chobod.to he laterally braced st 1 NI Is the responsibility f the credos.Additional permanent bracing of 7 o.c.and et 10 ex.respectively unless braced throughout their length by /.� lty'a continuous sheathing such se plywood required rng(TC)and/or drywnll(BC). A 1:` �• DATE: 11/30/2015 the overeA structure le the reeponsiblMty of the Wading designer. 3.2v Impact bridging or lateral bracing required where shown•• ,1 t,/4• SEQ.: K 15 6118 9 4.Ne road should be tippled to any component entw after al bredng and 4.Installation elms Is the reepontldlty of the respective contractor. fasteners are complete and at no time should any keds greater then 5.Design assumes trusses are to be used in a non-eormeNe environment. end ere TRANS IDs LINK design bads beapplledtoany component. Designkr.�cfullMin•ofata 5.CompuTrus hes no control over and.somes no responsibility for the S.Design MI6.5609.l al supports Hawn.Shim o!wedge if EXPIRES: 12/3112016 ry. l fabrication,handling,shipment andinsialletbn of components. 7.Design ewum.Hadequate drainage is provided. November 30,2015 a.This design Is furnished subject to the limitations set forth by S.piste.shell be located on both faces of truss,and placed co their center TPIWI CA in SCSI,copies of Mach vet be furnished upon request. Anes coincide Mb joint center lines. 8.Digits Indlute sde of piste In inches. MITek USA,Inc./CompuTfue Software 7.6.6(10-E 10.For basic connector plate design value.sea ESR-1311,ESR-1885(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/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PIP 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=1 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POP 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" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 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 = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting f f f f system and components and cladding criteria, 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ` 1 f 1' 'f f 1 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=l.6, T f f f Truss designed for wind loads 12 M-4x6 -4x6 12 in the plane of the truss only, 6,00 4 M-3x9 5 d 6.00 M-3x4 M-3x4 3 7 M O M V O 1 Klf M11 , 0 M-4x4 M-1105x3 10.25" 0.25"2 13 a\ o I M-1.5x3 =M-4x4 M-5x8(S) M-5x8(S) 0) PROre J. l l J. J. y 4, L Ore, y y 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 l y QCs �yGINEc.,13> rQ 1-00 34-00 1-00 17` :9782PE r JOB NAME : 3413-B POLYGON NW - C3 .....fir'• Scale: 0.1852 ,.� , AVISW I.Boldere O.ThBAeHOTs uMeupon the perimeteise rs 17 ` REGON 1.Binder and erection contractor should be advlatl of al General Notes 1.This design is basedntonly upon y e p eeign era ehewn and le for an individual �. Truss: C3 and Waminge before construction commences, building component.Applicability of design parameters and proper t- 9P 2.2 4 compression web bracing met he installed where shown i. Incorporation of component Is the responsibility of the building deal9ner. //�y v {r" 'L}s 2 Design assumes the top end bottom chords to be laterally braced at �7,4t, 9P ! �y` 3.Additional temporary bracing to Insure stability during anstrudlon T o,c,and at IS o c.respeclNaly unless brand throughout their length by ` V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC), .n/1�t �'`� DATE: 11/30/2015 the overall etnadura is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required Mere Mown e e A L SEQ.: Ki5 6119 0 4,No bed Mould be applied to any component until after all bracing and 4.Installation abuse Is the responsibility of the respectNe antrador. fasteners ere complete and at no time should any bads greater than 5.Design assumes waves are to be used ina noncorrosive environment. TRANS ID: LINK design bads be applied to any component, and ere for"dry condition"of use. �/ 12/31/2016 5.CompuTrrue hes no control over end assumes no responsibility for the 6.Design manes full beerbg el all support.Mown.Shim or cadge if EXPIRES: labdcstlon,handling,shipment end installation of components. 7.Design eewmes adequate drainage is provided. November 30,2015 9.This design Is furnished subject to the limitations at forth by 8.Plates ehal be bated on both Imes of Miss,end placed so their anter TP8 WTCA In BCSI,copies of which will be Mmlehed upon request. line coincide with joint center lines. MITek USA.Inc./Com uTrua Software 7.6.6(1L Z 9.Digits Indicate see°INN.in Inches. p ). /0.For basic annedor plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2159 10- 3=( 0) 289 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 994 11-12=(-263) 1708 11- 9=( -98) 542 LOADING 9- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-1644) 490 13- 8=(-418) 2159 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-1944) 494 6-12=( -98) 592 TOTAL LOAD = 92.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 _ _______________ 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x9 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 PUP. 0'- 0.0" -222/ I542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0^ Allowed = 2.206" MAX LL DEFL = 0.002^ @ 35'- 0.0" Allowed = 0.100" MAX TI. CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 f 4 1 ' Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1 fT Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-4x6 M-4x6 "1 6.00 5 4 M-3x4 r M-3x9 M-3x4 3 O A P1PALI011 -,(mI o 1/` 10 1 12 163 o of M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 =M-4x4 o I �'y /� M-5x8(S) M-5x8(S) r O PR OFL n J. l l J, y l < 7-01-08 6-05-04 6-10-08 6-05-09 7-01-08 y y (,. '... I1V E CR ib l 1 1-00 34-00 100 '1/4C 8•782PE "17t JOB NAME : 3413-B POLYGON NW - C4 '' ' Scale: 0.1852 r, A•�r _�.. WARNINGS: GENERAL NOTES, unless etherwlee noted, V OREGON �4 I,Budder and ereden contractor should be advised of all General Notes 1,This design Is based only upon the parameters strewn and h for an individual 1+OREGON .ate Truss: C4 and Waminge before construction commences, building component.Applicability of design parameters,end proper f 414,..1 2.2e4 compression web bracing must be Installed where shown«. incorporation of component b the responsibility of the budding designer. .y V A[]v.: 6 '1', 3.Additional temporary bracing to Insure stability during construction 2.2estgn end.tassu19 the lop pasand bottom,..chob,to M laterally braced at I 'l al J s me responsibility f the erector.Additional m bracing of o e H ea e,c,reash..ply unless braced throughout their length by `� billy o germane continuous sheathing such es*mod sheathing(TC)and/or drywal(BC), P. /1 F'i ' `. DATE: 11/30/2015 the overall structure Is the responsibility or the building designer. 3.2,Impact bridging or lateral bracing required where flown«« �"{\l 1.W SEQ.: K1561191 4.No load ehoddbeapplied toany component until eller anbredngand 4.Installation allauecome i is the r.m6.u«tyoftd in h respective contractor. environment, fastener.are complete end at no time should any bads greater than end we assumes or"dry tue...re to be TRANS I D: LINK design bads be app led to any component. Cl.Design assumes full beefing et all supports shown,Shim or wedge If 5.CompuTrushes nocontrol over end assumes noresponsibiliyfor the Pog„ry. EXPIRES: 12131/2016 fabdoetlon,handling,etpment and mstalletbn of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.ThIe deSgn b furnished subject to the limitations set fodh by S.Plates shad be located on both fame of trues,end placed a their center TPIIWICA In SCSI.copies of which will be furnished upon request. lines alndde with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,InciCornpuTrus Software 7.6.6(1L)-E to.For bests connector plate design values sea ESR-1311.ESR-1988(Mmol,) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x9 KDDF STAND 3- 9=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2190 13- 6=( 0) 291 TC LATERAL SUPPORT <= 12"OC. UON. LI.) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 8=(-1973) 690 8-19=( -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 19- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE' Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 (DIP ( 625) 39'- 0.0" -297/ 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/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TI. CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.199" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 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 = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-031 5-00-05 4-02-05 3-01-03 4-07 5-01=08 4 Wind: 190 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 1 1 1 1 1 1 1 I load duration factor=l.6, 10-00 10-00 Truss designed for wind loads 1 1 7 1 1 in the plane of the truss only. 12 12 6.00 p M-4x6 M-3x8 M-4x6 Q 6.00 .✓ 6 ' pen M-1.5x3 M-1.5x3 3 +. + . rt O M O 12 13 14 IIo 1:11-4x4 M-3x8 0.25" M-3x8 ::M-4x4 0l M-5x6(5) 4,5(.. 0,t, PR()F'�CS l l l J. J. J. l 9-06-12 7-05-04 7-05-04 9-06-12 L 1 :•, ., ,, �N��,9 1-00 34-00 1-00 ., I97$2PE 7c" JOB NAME : 3413-B POLYGON NW - C5 • ...iv. Sale: 0.1852 'll. WARNINGS: GENERAL NOTES, unless otherwise noted fI '� Truss: C5 1.Builder anderection contractor Mould be advised Mal General Notes 1.Tina design I.based only upon the parameters shown and is for an individual "7 •REGON s1 i end Warning.before construction cummewes. building component.Applicability of design parameters and proper I t+'t' 6) lr 2.254 compression web bracing must be Installed where Mown v. thcerporetlon of component is the responsibility of the bolding designer. .may. V �: {,+ V S.Additional temporary bracing to inure stability during construction 2.Design assumes the lop end bottom Mobs to be leterally bread at T� 'l ` Is the responsibility of the erector.Additional penanaM bracing of 7 o.c.and of 10 o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall strucwre Is me recontinual.sheathing such as plywood sheathing(TC)anmor drywall(13G), PA U L responsibility co Bty of the until g designer. 3.2,Impact bddging or literal bracing required where Mown+• SEQ.: K 15 6119 2 4.Na load Mould be applied to any component until after all bracing and 4.Installation of truss la the respondsof the respective oomrador. no fasteners are complete end ettime should any loads m used greater than 5.Design assumes trusses ere be usee d Ina nn-cormalve enwronment, TRANS I D: LINK design loads be applied to any component. and are for dry condition'.of use. 5.CempuTrus has no control ever and assumes no responsibility forth. e.Design assumes col be.dng at al auppans Macon.Shim or wedge B EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Designsssumesadequate drainage isprovided. November 30,2015 6.Thio design A furnished added to the thnlatlons set forth by B.Plates shel be heated on both feces of truss,and placed so their center TPI,WtCA in SCSI.copies of which will be furnished upon request. Anse coindda with joint center lines. 9.Digits Indicate else of piste In Inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L).E 10.For basis connector plata design values see ESR-1371.ESR.tase(MTeb) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2509) 649 11-12=(-534) 2521 11- 9=( -83) 628 WEBS: 2x9 RODE STAND 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2190 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 92.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 _------- - ---------____ 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -223/ 1592V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 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 = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. / A 9-11-11 13-02-10 1°-09-11 Wind: 190 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I 7 load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads 4 f f 4' 4' 1' 4' 1' in the plane of the truss only. 10-00 T 'I 12 M-4x6 M-3x8 6 M-4x6 12 6.00 5 ...16.00 M-1.5x3 M-1.5x3 3 + + 00000,00,004 .. M Mo O 11010,0 74 1000!M-4x4 M-3x8 10.25" M-3x8- M-4x4 ye i 0l g�'� n M-5x6(S) 0_ ,t) P11Op y y y y y c') GINE cC 0 9-06-12 7-05-04 7-05-04 9-06-12 l lc.:;• ",� p# 1-00 34=00 100 4 89782PE �v- JOB NAME : 3413-B POLYGON NW - C6 Scale: 0.18521114, • . `�~ • WARNINGS: GENERAL NOTES, unless otherwise noted: o. OREGON/��L' �� Mould 1.Builder and erection contractor be advisstl of al General Notes I.This design Is bard only upon the parameters show:and Is for an Individual / O RE O I V O �. Truss: C6 .,,d Warnings before conetructlon commences. building component.Applicability of Melgn wanders and proper 2.2a4 compression web bracing must be installed where Maven+. Incorporation of component Is the responelbilily of the building designer. +'� V+Q�`'� ,{S 3.Additional temporary bracing to Insure stability during consnrctlon 2-Design sesames the top end bottom chords to be laterally braced et -I+1. i -4 Is the roWonsiblty of the erector.Additional permanent staring a/ T o c.and at 10'cc.respectively unless bread throughout their length by \l continuous sheathing such es plywood sheathIng(TC)andbr drywal(BC). �A 1 i I . DATE: 11/30/2015 the overal structure b the responsibEly of building designer. 3.24 Imped bridging or lateral bradng required Mere shorn++ 11,/1w SEQ.: K1561193 4.No load should be applied to any amponenl untl alter al bredng and 44..InsNB0.nof umeinmh.responsibility sibihmty at then�rdtloe onve n r�nr. fedenera are complete end at no time should any bads greater then onment end gra for"dry(runes eredition"of use. TRANS I D: LINK pads be applied to any component. B.Design assumes MI bearing at al supports shown.Shim or wedge If coorpp E CompuTrus hes no control over end aumee no respowibility for tln a„ary. EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is banished subject to the Iknitatane set forth by B.Plates shell be locatedf b on both feces ouss,and plead so their anter TPIMTCA in SCSI,copies of which all be Swished upon request. Ines sthdde with joint anter linea 9.Digits Indiana etre of plate in inches. MITek USA,Ina./CampuTru.Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 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) 50 2-14=(-1532) 7788 3-19=( -78) 940 BC: 2x6 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=(-8988) 1824 19-15=(-1508) 7862 19- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1898 15-16=(-1226) 6930 4-15=(-1792) 972 LOADING 9- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-7212) 1974 17-18=( -508) 3980 15- 6=( -590) 996 BC LATERAL SUPPORT <= 12"OC• UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-6386) 1170 18-12=( -549) 3958 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 696 16- 7=( -198) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=(-3856) 699 9-17=( -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=( -68) 382 11-12=(-4012) 688 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 9.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Jr ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 39'- 0.0" -398/ 2258V 0/ 014 5.50^ 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \^/ 9" oc in 1 row(s) throughout 2x9 top chords, vx\/J(` 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" CSG HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 1' 1' '1' '( Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011402-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T I I T I T .( I f I f load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads 1598# 1' T in the plane of the truss only. 12 M-5x8 M-3x4 M-3x4 8 M-5x8 12 6.00 M-3x5 5 6 7 %%le Q 6.00 w. M-3x5 \s/ *4, o M-1.5x3 + M-1.5x3 m o NM i O 4 l ! . 19 15 16 1 17 18 ti-.s3 o o' M-3x10 M-6x8 0.25" M-3x8`" M-3x10 1 ), 31,319,18 8 M-7x8(5)(5) y M-y 8 y o A PR 0��`� J• y 6-02-12 1-04 9-05-04 9-05-04 1-09 6-02-12 y ,..r...,..,"..-..;[t`G�N�* 9 fQ 1-00 34-00 1-00 v`'� 8'782PE r . JOB NAME : 3413-B POLYGON NW - C74.' • •Scale: 0.1852 rr a• • I.BuWARNildeandr GENERAL gnI.b "m.upemheper.erwise mete ' OREGON Q,. Truss: C 7 Bader min erection contractor shout be node. of all General Notes 7.bald ne Is neat.only upon the parameters ere shaven and Is ey an individual Y (h�� and Warnings before condrudbn commences. balding component Applbebildy of design parameters and proper yy1 V 2 2,4 compression web bracing must be Installed where shove+. ircegeretbn of component is me responsibility of the toddirp designer. G�� V��. 3 Additional tamporery bracing to insula stability during consWdbn 2.Design assumes the top and bottom chords to be laterally braced al x 1 Is Me responsibility of the erector.Additional permanent bracing of 2 o c.end et 10 o.c.respedhely uNess braced throughout Meir length by ` continuous Mging or such as plywood sheathing(TC)and/or drywal(BC). ..yy� DATE: 11/30/2015 the overall structure lathe responsibility oink building designer. 3.2,Inked bridging or lateral bracing required where shown.« �i�.U`. 4 SEQ.: K 15 6119 4 4.No bed should be applied to any component until after all bracing and 4.Installation of buss la the reapanalbldty of the reapedive contractor. fastener.are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used ina noncorrosive environment TRANS ID: LINK design loads be applied teany component. and are for"dry condition"ofuse. 5.CompuTn,e had no control over and wanes no reeponsibildy for the a.Design•••"^b•full beefing el•e support.aheaR.Shim or wedge d EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. neasssry. 7.Design tes seN m"adequate tled onn beth'face'is provided. aNovember 30,2015 8.lads design n,is furnished to in limitations set forth by 8.plates shall be bated at both facet of trues,end placed w their center TPDWfCA in SCSI,copies of which will be belched upon request. linea coincide with joint center lines. MiTek USA,Inc./Com True Sofivare 7.67 1L E 9.Digits indicate size of plate In inches. W ( E 10,For basic connecter plate design values see ESR-1311.ESR-7988(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/Cpl=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF ffl&BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-6B) 219 5-3=( 0) 58 WEBS: 2x9 KDDF STAND 3-4=( -19) 35 3-7=(-221) 69 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -19/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 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/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11MAX LL DEFL= -0.008" @ 2'- 4.7" Allowed = 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" 1 1 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed= 0.173" f cc cc MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL= 0.010" @ 6'- 3.7" 6.00 7' Design conforms to main windforce-resisting system and components and cladding criteria. 4 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 0 load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. m 0 dill C 0 m o ¢ 311 t! M-3x4 1 1I L ,o :r o 11 1 7�� MC3x9 0 M-3x4 M-3x5 1 l l 2-03-12 3-11-15 1-08-05 l ). l �n 1-00 2-05-08 8-00 5-06-08 �, ED 04- (PROVIDE FULL BEARING;Jts:2,4,7 J CO t\� GI1V "� /o4� 89782PE r .....1'. ' r„� . JOB NAME: 3413-B POLYGON NW - CJ2 AWE Scale: 0.5501 WARNINGS: GENERAL NOTES, unless otherwise no ted 94/„O� REGONry©N. 1.Builder end erection cemndor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual Vq �.. r V Truss: CJ2 and Warnings before canstmdter inn commences. building component.Applicability of design parameand proper 'l :J �(ei, 2.2a4 compression web bracing must be Instalba when drown.. Incorper.ibn of component Is the responsibility of the building Melgner /♦�� ..y 3.Additional temporary bracing to Insure stability during construction 7.Design names the tap and bottom chords to be laterally braced et 1 R'1.a,U L "` M then nNMIRy ofiib ardor.Additional permanent of 7o.c.end et 10' respectively unless braced throughout their length by PA silo permana continuous sheathing such es plywood shoe C)andbr dryvnllBC). DATE: 11/30/2015 the overall r structure is the epomibRlry of the building rq designer. 3. impact bridging or istera04,.,. l bracing required where Mown.. 4.No bed ebould be embed to any component ural after.R bredng end 4.Installation of truss Is the responsibility o/the respedte cenlractor. SEQ.: K 15 6119 5 (gleaner are complete end at no time should any beds grater than 5.Design amines trustee are to be used in a noncorrosive environment. yp p 12/31/2016 fry/f�R ry/ p design beds be applied to any campenem, end ere for'dry condition.of use. ERCP IR ES: 1 2/3.1/2016 TRANS ID: LINK I.Design aawmeefull bearing atall supports sham.Shim orwedge II November 30,2015 5.CompuTrus Me no control over and assumes no responsibility for the necesssry. fabrication,handing,shipment end bstalistion of components. 7.Design assumes adequate drainage is provided. B.This design Is furnished subject to the limitations set forth by B.Plates shell be looeted on both faces of buss,and placed.0 their canter TPSNICA In SCSI.copies of which MI M furnished upon request. lines colndde with Joint center lines. 9.Digits indicate size of piste In Inches. MITek USA,Ina./CompuTrus Software 7.6.6(11)-Z 10.For basic...tor plate design values see E5R-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: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 3-9=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"01. 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" -57/ 411V -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP . : Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 'COND. 2psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.021" @ 2'- 4.7" Allowed= 0.270" 'r f MAX TL CREEP DEFL = -0.039" @ 2'- 9.7" Allowed= 0.359" 2-03-12 3-07-15 MAX LL DEFL= 0.000" 5 6'- 3.7" Allowed= 0.078" MAX TL CREEP DEFL= 0.000" @ 6'- 3.7" Allowed = 0.105" f I ,r 12 MAX HORIZ. LL DEFL= -0.014" @ 6'- 3.7" MAX HORIZ. TL DEFL= 0.022" @ 6'- 3.7" 6.00 4 -1 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co0 load duration factor=1.6, M-4x6 I Truss designed for wind loads o in the plane of the truss only. 3 I N 40-2..........._ ........._ 1 iiiior_ .. M-3x4 ......_____Ile_=v_ 41 _, 0 0 1 - 413x4 0 M-3x4 M-3x5 ), y l l 2-03-12 3-11-15 1-08-05 j 1-00 y 2-05-08 y 8-00 5-06-08 y '��?,v4 PRQfiFSs.. (PROVIDE FULL BEARING;Jts:2,4,7 I `V�� `GIN 4- ��.. `a c :9782PE are JOB NAME: 3413-B POLYGON NW - CJ3 AWN Scale: 0.5126 �� +' /'�/'y47 WARNINGS GENERAL NOTES, unless oB m n..noted /f S. •1 i-OREGON h�' Truss: CJ3 1.Builder and erection contractor should be edoled of ail General Note. 1.This design Is based only upon the parameters shown end Is for an individual +�7 {�fV ,, and Warnings baron construction commence.. building component.AppllssdlHy of design parameters and proper -qA qI Y:1 � Q-. 2.244 compression web bracing must be Installed where Mom e. Incorporation o(companent Is the responsibility of the building designer. 3 Additional temporary bracing to insure stability dudegasnetr0505 2.Design assumes the top and bottom chorda to be(slangy bated el �A fr e.T Is me responsibility of the eredor.Additional pemenent bradng o! T o.c,and et IC(a.e,rsuch..ey unless braced throughout their length by UL �"'� DATE: 11/30/2 015 the ovenN st,udura Is the rseponstbgl contnuous sheathing ach as plywood meed ng(TC)end/or drywaN(BC). y of the building designer. 3,24 Impact bridging or Mend bredng required where shown•• SEQ.: K 15 611 9 6 4.No bed should M app8ed to any mmpoant until after el bracing and 4.InstaMihn of truss Is the remonslbily of the respective contractor. fasteners ere complete end at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corroelve environment. y�/��'']] ['� f�JI].N .9 c TRANS ID: LINK design loads be epplledle any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTn.Ms no control over and assumes no responsibility for the 8.Design eeamee MI bearing at all supports shown.Shim or wedge If November 30,2015 fabrication.handling,shipment and Installation of components. necessary. 6.This design Is furnished abject to the gm8etbm set GM by 7.Design assumes adequate drainage Ie provided. and 8.Platesshagbe located on both faces Mimes,and placed as their anter TPIANICA in BCS(,copies of which will be furnished upon request. Ines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-2 9.Digits indicate.ke of date In Inches. 70.For basic connector plate design values sea ESR-1311,ESR-1988(MGM) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)551( 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" -58/ 481V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 21W 0/ OH 1.50" 0.35 KDDF ( 625) LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL= -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -7 12 Design conforms to main windforce-resisting 6.00 1 �) system and components and cladding criteria. A Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m 0 0 m o I I1 2.m 4►� -/ o 14-3x4 l y 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 <CS\EO PR Qpe :9782PE ter" JOB NAME : 3413-B POLYGON NW - CJ7 • Scale: 0.5126 ''� WARNINGS: GENERAL NOTES, unless otherwlss noted. 9� e Ey- 41©�� t.Builder and erection conlredor should be advised of el General Notes 1.This design Is based only upon the parameters shown and b for an individual 7 '• O Truss: CJ7 and Warnings before eenrrudlon commences. bolding component.Applicability of design parameters and proper ' �7 2.2s4 compression web bracing must be installed where shown r. Incorporelbn of component It the responsibility of the bolding designer. 117 ' - q Fy v .‘0:0k. 5 /y`C... at 3.Additional temporary bracing to knurl stability during construction 2.Design assume"the lop aril bosom chords to b laterally braced en �l ! f (Ys/ by la the responsibility of the Nestor.Additional permanent brednof T ntln and d ICY o n,respectively.005 e. coed.bread(7C)a d/They,I)8). V g 2'o.c.and sheathing o.e.such ly unless s bawd throu and/or tlry length). /""�, '+L. ``� DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2a Impact bridging or lateral bradng required where Mown 5 5 v SN' K 15 6119 7 4.No load should be applied to any component until after el bredng and 4.Installation of hues la the responsiblMy of the respective contractor. Q• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be read W e noncorrosive environment, and are for'Wry condition.'of use. TRANS I D: LINK design Wads be applied to any component. p/�e]l)ry/�4 p 5,CempuTnn hes no control over and assumes no responsibility ler he 8'Design as assumes lull bsanng at ea supports shown.slam or wedge if EXPIRES 1 213 1/20 1 6 hbrlcatlon,handling.shipment and kMalledon of components. 7.Design:awmes adequate drainage la provided. November 30,2015 8.Tile design Is furnished subject to Sr.limitations set forth by 8.Phtee shag be located on both faces of truss,and placed so their center TPkwrCA W SCSI,copies of which will be hrrished upon request. Anes coincide With)olnt center linea 9.Digits indicate she of plate In techee, MITek USA,lnc.ICompuTrus Software 7.6.6(12)-E 10.For basic connector plate design values he 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/C 1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 g 2-3=( 0) 50 6-8=(-491) 803 6-3=( 0) 18 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C.WEBS: 2x4 KDDF STAND; 2-3=(-992) 122 6-8=(-491) 803 6-3=( 0) 83 3-4=(-127) 105 3-8=1-805) 447 2x4 RODE 4116BTR A LOADING 4-5=( -10) 5 4-8=(-176) 156 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 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 473V -54/ 144H 5.50" 0.76 KDDF 1 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 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 IGPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed= 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed= 0.472" I f4 I MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 12 4 S -/ 6.00 s Design conforms to main windforce-resisting e system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ,1 in the plane of the truss only. I co 0 M-9x6 `o D b8 _.... nn ,A111111111111.i JJJ--- �'. ro M-3x4 o _ I ,o M13x4 0 M-3x4 M-3x5 ; l , l 2-03-12 5-02-12 0-05-08 l l J• y sip P R rapes, 1-00 2-05-08 8-00 5-06-0e ,� R�AGIN�� /e `z" 89782P 9v JOB NAME : 3413-B POLYGON NW - CJ8 Scale: 0,4751 v..y OREGON WARNINGS: GENERAL NOTES, unless oiharwlss noted: 7'OREGON Truss: CJ8 Sumer and erection contractor should be ed lsetl of 55 General Notes THe design h Meed only upon the parameters shown and Is for an mdNdua; '9.1' . ej 1 V�� and Warnings before construction commences. building component.AppkablMty of design parameters and proper 'T U 2.2r4 compression web bredng must M mehNed where shown+. Incorporation of component b IM rosponstbMlly of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterepy braced at a„•A Is the responsibility of the eredor.Additional permanent bracing of 7 o.c.end at IG bin rs eR..ply ood a broad throughout their length by �'•+r DATE: 11/30/2015 the avant structure Is me responsibilityZR Irapa us ahgingior such as wing requirede wgQC)and/or tlryweX(BC). mp of IM building designer. 3.In Impact badging ior s brodng tyof when ehawn contractor.a S EQ. K 15 6119 6 4.No Ioed should oe applied to any component any toad g bating end 4.Da&gn ion ombun h ins rosponsiuse I .roepecthe won fasteners are complete end et no time should any loads greater than 5.Design assume.trusses are to M used In a noncorrosive environment. TRANS ID: LINK deagnla.a.Mappledtoanyamponent. end are for"dry androon•of use, EXPIRES: 12/31!2018 5.Comp.-Nue has no control over and assumes no responsibility for the Design assumes MI bsadng al all auppons shown.Shim or wedge If November 30,2015 fabrication,handling,shipment and installation of components. nepesery. 8.This design N furnished subject to the Imitations set foil by 7.Dasign assumes adequate drainage Is provided. 8.Plates OM be Waled on both foam of truss,and placed so their center TPWWfCA In BCS!,copies of which will be furnished upon request. lines coincide with Joint center line. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 0.Dints Indicate see of plate in Inches. 70.For basic connector pats design values see ESR-1311.ESR-1088(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: 2x9 KDDF blaBTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF 01&BTR SPACED 29.0" O.C. 2-3=(0) 61 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -69/ 286V -7/ 9711 5.50" 0.96 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX BORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 1 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=19.7ft, TCDL=9.2,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. 3 - 9, 'I O ,1 ol O _ P I o M-3x4 'I l l 451/42 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ��c.O PROFFs :9782PE I- JOB NAME : 3413-B POLYGON NW - J1 /� -" 0'I' Scale: 0.6001 -v1 WARNINGS: GThis L NOTES, uNeuponthpar noted 1>i,, . -OREGON Oth 40 1.Builder and erection mMndor should be advised of all General Notes 1.This design N based only upon the parameters Mown and la for en hMINdlrl 7-V Truss: J1 and Warnings before construction commence° bulking componentApplbamfEy of design parameters and proper 2.214 compression web bredrg must be Installed where Moven.. incorporation of componentb me responsibility of the building designer. G.41n y A.6 1i� 3.Additional temporary bracing to Insure stability during consuction 2.Design assumes the lop sot bottom Ovals is be latenly bncatl at X Is the responsibility of the erector.AtltlSbnalpermanent bracing or 2 o.c.and et 10 o e rsuch as unless braced throughout ihalr length by '�{ continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). PAUL iL ` . DATE: 11/30/2015 the overall ehudure Is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required wham Mown•• 1 v 4.No load should be applied to any component until after Cl bradng and 4.Installation of trues lame responabllty of the respective contractor. SEQ.: K 15 612 O 1 fasteners are compete and at no time should any loads greater men 5.Design assumes Imams are to be used In.noncorrosive eovhonment, end are for Nary condition"of use. design bees be apples m any component, TRANS ID: LINK 5.CompuTruahas nocontrol over and assumes noresponsibility for tM O.D.el9na..ma.fdib°'d"g°t°supports'h°"'s5100,wedge If EXPIRES: 12/31/2016 necesstebrbatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 30,2015 S.This design Is furnished subject to the limitation set forth by 5.Plates Mall be betted on both faces of trues,and placed so their center TPIWTCA in BCS(,copies of which will be famished upon request. lines colndde with Joint center Tins 9.Digits indicate tie of plate In Indes. MITek USA,InciCompuTrus Software 7.6.6(1L)-E to.For bean connector plate design values we E5R.1311,ESR-1958(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/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #lbBTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT G= 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 PIE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 fMAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 _, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 I N cl O C p 1 ►' -, M-3x4 J• y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 8-00 y �� D PR Ore :: GlNE�c,9 p :9782pE 9f JOB NAME : 3413-B POLYGON NW - J2 Sale: 0.5751 ,(a WARNINGS: GENERAL NOTES, unless otherwise noted. /'• / All/ Truss: J2 1.Builder and erection contractor shoed be advised of at General Notes 1.This design is based only upon Na parameters shown and Is for an Indiv0 W I 1? :"'E GON div end Warnings before conan,akabi lon commence•, building component.Applllry of design parameter.and proper - 2.204 compression web bracing mud be Metalled where shown+ 2.Design assumes Me top and bottom Morris to be Wordy braced.t Incarporetlon of component is tna responsibility of the buildingp designer. &� �. rt,c' 3,Additional temporary bracing to Insure debility during conMuaion N the responsibility of IM erector.Addgbnal permanent brains of 7 e n.end at lO ed.raapsaNaty unless becM throughout their length by �W` �t DATE: 11/30/2015 the overoq atmaure Is the responsibility 2e Impatsadging or sunt)spdng re aired ties.900.0dryvnq(BC). 't t"sAU ('1�v ry ofine building designer. 3.2a Impact Mdpinp or ptenl bhang required where Mown++ /"' F SEQ.: K 15 612 0 2 4.No load should be applied to any component until after ail bracing and 4.Installation of turas is the rosponsiblNy of the respective contractor. fasteners Cr.compete and at no time should any Iced.greater than 5.Design assumes trusses are to ba used In.noncorrosive environment, TRANS ID: LINK design loads be applied to any component, and are for dry condition"or use. 6.CompuTnro has no control over and assumes no responsibility for the B.De gn wa yeumes NE bearing at 5 support.Iwwn,Shim or wedge If EXPIRES: 12/31/2016 febrkalbn,handling,ehlpmeM and Installation of components. 2 Design asunws adequate drainage le provided. 8.This design is Immeshed subject to the limgallane set forth by 8.Plate.shall be located on both face.of Wu,and placed so their center November 30,2015 mM TP WVICA In SCSI,copies of which wit be furnished upon request. lines coincide with joint canter brae. MITek USA,Inc./Com Trua Software 7.6.6 1 L 9.Digits Indluts size of plate in Inches. ( (-E r0.For bask connector plate design vduee 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 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 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 = 92.0 PSF 0'- 0.0" -49/ 922V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 BODE ( 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF 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" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" 1' 1' MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 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 m 0 c MMIIMIIMIIMIIMIIMIIMIIMIIIMIMIIMIMMI 1 2�� -! 0 M-3x4 1' b l 1-00 (PROVIDE FULL BEARING;Sts:2,3,9 I 8-00 �4,0, ' PR Q4-6 w� EN �cR GIN /0 ir 4t` 8.7827E C' JOB NAME : 3413-B POLYGON NW - J3 Scale: 0.5501 • a' WARNINGS: GENERAL NOTES, unless otherebe noted. �� ...ry ('�/'f`(�I ©� �. I.Bulger end erection contractor should be advised of al General Notes 1.This design b based only upon the parameters shown and Is for an Individual R 1.a V I V Truss: J3 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.gra compression web bradng meet be Walled where shown«. incorporation of component Is the responsibility of IM building designer. '1;41 4�j y A 6 9.Additional temporary bracing to insure stabNlly during construction 2.Design assumes the top and bottom chords to be laterally braced et `7 ,j is the responsibility of the eredor.AddElonalpermanent bracing of 2 continuous end at est hin.respectively ply unless broad lTc)andltheir all B). -- Q. continuous teething such ti plywood s braced throughout hoot t drywaA(th b ir �A UL T S DATE: 11/30/2015 the overal structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required when town a« SE K 15 612 0 3 4.Na load Would be eroded to any component un11 eller al nresponsibility bracing end 4.Installation of truss a the reonsibility oI the respective contractor. 4• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a nun-corrosive environment, design loads M applied to any component and are for dry condition'of use. �/ �h 12/31/2016 T RAN S I D• LINK 5.CompuTrus has no control over and assumes no responsibility for I5 8.Design assumes full bearing at al supporh town.Shim or wedge It EXPIRES: neceseafabdcen, tiohanding,shipment and lneellelbn of components. 7.Design .wmes adequate drainage A provided. November 30,20'5 8.Tha design is Nmished subject b the limitations set forth by 8.Plates shall be located on both faces ofNas,Iand placed eo their center TPBWICA In SCSI,copies of which will be furnished upon request. g(lines oincidecatsize t etcenter lInca. DigitMiTek USA,Ina./CompuTfus Software 7.6.6(1L)-E 10.For Ads connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4= BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-127) 92 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 21BV 0/ OH 1.50" 0.35 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" ,r MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 -/ 12 6.00 Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCGL=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 rue o I WI I 1 2�� 4=� 0 M-3x4 1 1 y 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 j 8-00 �s O r n OF4t �N �NGINE�c,9 /42 4t' :9782PE -7 r' JOB NAME : 3413-B POLYGON NW - J4 ,0,. .,r Scale: 0.5126 ,;� WARNINGS: GENERAL NOTES, unteup othenvise aerometers O43 RtziEGON Truss: J 4 Builder and arodbn contractor Mold be advised of al General Notes Thisdesigngn Is bard only upon the paromelero Mown end Is for an IntlWWual end Warnings before conMucdon commences. building component.Applicability of design parameters end proper (`� Q''' 2.2x4 campressbn web bowing must be Inetslbd where sham 5. incorporation of component is the responsibility of the building designer. ,-T 41 "I pi y:At 6 �j ` 3.Additional temporary bracing to insure stability during nnstruclion 2.Design srumaa IM lop and bottom Mohs to M laterally braced at 7 Is the responsibility of the erector.Additional permanent bracing of 7 a c and et 10 o.c.rospedNety unless brand throughout their length by ` ,- DATE: 11/30/2015 IM overall structure Ic the responsibility of the budding designer. continuous Meathmg such as plywood sheathing(TC)and/or drywaN(Bc). �` 3.2v impact bridging or th lateral bracing required where Mawn,e PAUL.. SEQ.: K 15 612 0 4 4.No load Moan be applied to any component until after NI bracing and 4.Installation of truss la the responsibility or the respectNe contractor. fasteners are complete and at no time Mould any beds greeter than 5.Design assumes trusses era to be used in a noncorrosive environment, TRANS ID: LINK deAgnloads boapplied toany component. end are for MIcondition"ofuse. 5.CompuTeG has no control over end sesames no responsibility for the 8.Design smokes CAI beekng at all wppofts Mown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling.shipmentand Installation of components, nensssry. 8.mlsdealgn4Nmishedsubjedrodrodmiationsset forth by 9.Platesshalbelonhduonbothhnw.o Imesendpmndso their nmer November 30,2015 TPbWICA In SCSI,copies of which MMI be furnished upon request. Ines coincide with joint center line. MITek USA,Inc./Com uTrus Software 7.6.6 1L E 9.Digits indicate alae of plate In inches. p ( ). to,For basic connector plate design values re ESR-1311,ESR-1888(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/Cpl=1.00 TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-4=( -99) 37 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 492V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL= -0.002" @ 7'- 11.2" 4 -! MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" I 12 .' Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, )I' (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 i el 0 c 0 2 6�� -. 1 o M-3x4 y 1-00 y 8-00 !PROVIDE FULL BEARING;Jts:2,5,3,4 y I 1-11-11 y ��t.]�D PR.OFL. act' 17 4t. :9782PE r JOB NAME : 3413-B POLYGON NW - J5 Scale: 0.4500 ® WARNINGS: GENERAL NOTES, unless otherwise noted C/' �'(ry 1.BuNder and•!action contractor&hoaid be advised of al General Notes 1.This design Is Wed only upon the parameters shown and Is for en individual �/ OREGON V h - �. Truss: J5 and Warning.before construction commences. building component.Applicability of design parameters and proper /. �V �L I.Dt4 cnmprepbn web bracing must be Installed where shown+. Incerpondon of component Is the raeponstblity of the building designer. �'9 k �4 jj y: A'{� }.r. 3.Additional temporary bracing to Insure stability during construction T•2 e.n.and et I'Uro tap and Sodom rile ba to be laterally braced et al 4'S� I.the responsibility of Ida erector.Additional m tract ! T o c and et 10 ac.such unless braced throughout their length by l permanent ng o continuous&teeming such as plywood aired where and/or drywal(BC). /-/l t'1 l " DATE: 11/30/2015 the overall structure lathe rayon/MSG of the building designer. 3.Di Impact bridging or lateral bradng required where shown++ +""11 1J 1.. SEQ.: K 15 612 0 5 4.No toed&autd be applied to any component anti after a.bracing and 4.Installation of Was Is the responsibility of the respective contractor. fasteners are complete end at no time should any beds greater than 5.Design sesame.trusses aro to be used In a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry cend on.of cess. 5.CompuTnn has no control over and assumes no responsibility for the 12/31/2016 8. °Mceg^�°••um°•Id)b°&dn9 at all Supports strewn.shim or wedge d EXPIRES: ry. I� fabrication,handlhp,shipment and mstelkdon of components. 7.Design assumes adequate drainage Is provided. N OV@�1 Loa r 30,201 5 8.This design a furnished subject to me limitations est forth by 8.Plates shall be Scaled on both faces of trues,and placed so their center TPNNTCA in BOB),copies of whoh wt.be&malted upon request. linea coincide with Joint center lines. 9.Digits indicate sae of plate In inches. MITek USA,IDC./CompuTrUe Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) BC: 2x4 [DDE #16BTR SPACED 24.0" O.C. 2-3=(-191) 128 ( ) 0 3-9=( -90) 38 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 999V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -209/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -39/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked fox net(-5 g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.197" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 -i Design conforms to main windforce-resisting I, system and components and cladding criteria. 12 Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. )a , m O RN C -/. 5�� I 2 � � M-3x9 y 1-00 y 8-00 ,PROVIDE FULL BEARINGyJts :2,5,3,43-11-11 y ~ �."\A� t�.lie . :9782PE mac" JOB NAME : 3413-B POLYGON NW - J6 40 .,.i Scale, 0.3858 WARNINGS: GENERAL NOTES, unless otherwise noted: •� Truss: J 6 i Mader d Waml bebro�conehudntractorbcommences.uld be sed of all General Notes buildIng component.AppThis design is based pllicability of design upon Be parameters meters and Is '"°'"°"°' s,f OREGC►N '��`' Q 2.254 eompren en web bracing mud be inalallad where shown+. incorporation of component Nine responsibility of the building designer, "{) y: 3.Additional temporary bracing b Inure stability doing construction 2,Design assumes the top and bottom chords to be latently brace al 7 is the responsibility of Me erector.Additional permanent bracing of T o.c end at ee a.c.respectively unless braced ihroughad their length byilr DATE: 11/30/2015 the overall structure Is them continuous sheathing such as ptywooduired,ng(TC)and/or drywal(SC). PA ` `� responsibility or the building designer, 3.Za Impact bridging or lateral bracing required where shown++ L SEQ.: Ki5 612 0 6 4.Na load should be applied to any component untI after all bracing and 4,installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Dedgn assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component, and era for"dry condition"of use. 5.CampuTnw has no control over and spumes no respondbhey for the 8.Design assumes 541 bearing N all supports shown.Shim or wedge If EXPIRES: 12/31/2016 Iabdcalbn,handling,shipment and installation of components. 7,Design;wmes adequate drainage Is provided. November 30,2015 B.This design Is iumlehed ebbed b the Am8allans oat forth by 8.Plates Mall be tented on both fads of bob,and plead w their center TPIIWTCA In SCSI,copies of which v40 be furnished upon request. Ines coincide with Joint center lines, MITek USA,Inc./Com TNB Software 7.6.6 1L E S.DIAtts indicate she o/plate in Inches. ( )- 10,Far basteeonneaor plats design values be ESR4311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 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=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #1&BTR 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1572) 413 8- 5=(-317) 1575 4- 8=( 0) 246 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1841) 433 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 5- 6=( O) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) _____ __________ TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 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 = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL= 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. T 4320# 4320# 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 .M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 q End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 o V Vn sn 1 � 7 g 6 o M-3x4 M-3x4 M-1.5x3 M-3x4 0 l l ), l 5-08-08 2-08-12 5-06-12 :9782PE r JOB NAME : 3413-B POLYGON NW - P1 -iir ...40" Scale: 0.3991 .T� NM WARNINGS: GENERAL NOTES, odes etherwae noted. � / 4 1.Builder and erection contractor should be advised of all General Notes 1.This design b bawd only upon the parameters shown end b for an indlviduel JJ_ -'A-OREGON(.15 41414%.‘P"'Truss: 21 and Warnings before construction commence. building component.Applkebllfy of design parameters and proper �.�j 2.b4 compression web bndng mule be installed where shown.. Inwrporsllon of component b the napand6Nlty of the building designer. 7 �/AR .' 3.Addibnal temporary bracing to mauve stability during canstrudbn 2.Design assumes the top end bottom.horde to W atersity braced al //++�� (��j� Is Ms reeponsibllNy of the erector.Additional permanent tensing of continuous asheathing rsucch ems plywood sheething(TC)ely unless braced and/ordrywsN(Bhout their lengthC).. y) `F DATE: 11/30/2015 the overall emctura is me respansibNly of the building designer. 3.2s Imped bndgbp or Wend bradng required snare shown•. U 8... SEQ.:. K75 612 0 7 4.No load should be applied to any component until after all bndng and 4.lnstegation of truss Is the responsibility of the respective conindcr. fasteners are complete end at no time should any beds greater than 5.Design essence trusses ere to be used in a nonemneslvs environment. and TRANS I D: LINK design loads be eppged to any component, Design a,dry condition"9 see. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Deet MI besrin t situ ns shovel.Shim or W. 11 EXPIRES: 12/31/2016 weary, fabrication,handling,shipment and IndalAibn of component.. 7.Design assumes adequate drainage Is provided. November 30,201 5 B.This design is furnished subject to the limitations se forth by 8.plates shag be located on both faces of hues,and placed so their center TPIMTCA in BCSI,copies of which MI be famished upon request. 9.Digitss coincide with Indicate ilent t cenate terlines. ) MM. MITek USA,Ino./CompUTnaS Software 7.6.7(1L)-E I0.For basic connector plate design value see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-705) 133 6-4=1-28) 531 6-3=(0) 324 WEBS: 2x4 KDDF STAND 3-4=(-705) 133 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LI( 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 BOG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63H 5.50" 1.12 KDDF ( 625) 14'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 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 LL..OND. 2: Design checked for net(-5spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ' 9 (- psf) uplift at 24 "or 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 = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 Design conforms to main windforce-resisting 12 12 6.00 I M-9X4 ' 6 OO system and components and cladding criteria. 4.0" Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,( ,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(=) are exposed to wind, Truss designed for wind loads in the plane of the truss only, 1,1 rn O M of 1 0 6 - . 5 7q 177 o M-3x4 M-1.5x3 M-3x4 0 y 1 l 7-00 7-00 1 l 1 00 14-00 y 1-00 y ,, `AG N �' 0 4,5? � 2 :9782PE �<"° JOB NAME : 3413-B POLYGON NW - P2 • �, Scale: 0.3991 WARNINGS: GENERAL NOTES, unless otherwise noted: CSI Truss: P 2 1.Builder end erection contractor should be advised of all General Notes t.ma design la based only upon the parameters shown and Is for en IndNMuel "q •s E GO(V Ts, and Warnings before contraction commences. building component.Applicability of design parameters end proper �, 1.Dt4 compression web bradng must be inetallad where shown 0. incorporation of component le the responsibility tithe building designer. � � y. + ['}�, 3.Additional temporary bracing to game tebllny during construction 1 Design and attassumes the top and bottom es.ter to be laterally braced et '1 `C Is the responsibility of the erector.Additional permanent brednp of Dec.. end at 1 G op re sty unless braced throughout their length by /fir DATE: 11/30/2015 the overall structure is the responsibility f the baldingdesigner. 2x Iepsct ebatglor each as edng re airsheathing(TC)whereshove •drywaN(BC). 1. l'.w�� t'�� ty o3.2K Impact bridgingeltoor lateral bradng required .e• r-A i` SEQ. : K 15 612 0 8 4.No bad should be applied to any component untl after al bradng end 4.Installation of tons is the responsibility of the respectNe contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used m e non-corrosive environment, TRANS I D: LINK deagn loads be applied to any component end are for'dry condition.'of use. 5.CompuTnn Ms no control over and assumes no responsibility forth. B.Design assumes tel is°°^ng at all supports alrewn.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation t components. Design assumes S.This design N furnished subject to the limitations set forth by 7.Design alocatedadequate truss,end placed so their center November 30,2015 TP WWICA In BCSI,copies of which coil be furnished upon request. lines coincide with joint anter Inns. S.Dilles indicate ads of plate in orches. MITee USA,Ina./CompuTfue Software 7.6.7(1L)-E IN.For basic connector plata design values see ESR-1311.ESR-1985(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x9 KDDF STAND 3-4=( 0) 50 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) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.94 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 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. ICOND. 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" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 MAX HORIZ. LL DEFL =MAX HORIZ. TL DEFL= 0.001" @ 6'- 0.5" 12 Q 6.00 1 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Illi,,. 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 verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M0 r-- o M T T5 ��3 0 M-1.5x3 M-3x4 1 l l 0-05-12 6-00-04 l 1 b 6-06 1-00 {,R0 PR©pe �t\GI N 4- fpm cc897823E fir"' JOB NAME : 3413-B POLYGON NW - P3 •„� Scale: 0.5233 WARNINGS: GENERAL NOTES, unless otherwise noted C..' I.Builder end aredbn contractor should be edvied of a1 General Notes 1.This design is based only upon the parameters shown and Is for an individual 7 OREGON t'� �. Truss: P3 and Warnings before conetnxtion commences. bolding component Applicability of design parameters and proper C6, ,i 2.2r4 comprcsslon web bradng must be Metalled where shown.. Incorparotbn of component Is the responsibility of the building designer -T R[y y. '� 3.Additional temporary bracing to insure stability during construction 2 Design mimes ms top and bottom aeons to he througaterallyhout braced et ♦'t `7 _4 Is me rasp+n.lblBty of IM erector.Additional permanent bracing of 7 o.c.and et 10 o.c.respectively unless braced throughout their length by •1� 1:3,4 �A '�V heinous sheathing such es plywood eheeming(IC)vin/ar dP rywaNBC). DATE: 11/30/2015 the overall structure is Me responsibility of the balding designer. 3.2r Impact bridging m lateral bradrp required where shown.• 4.No bad should be epplbd to any component until after a1 bradng and 4.Installation of truss N the roeponNbilty of the re.pecRNe contradar. SEQ.: K 15 612 0 9 reetenero ere complete and et no time should any Peds greeter man 5.D.Ngn assumess Maws ars to be used M a noncorrosive environment, design loads be apples to aro'component. end are for"dry condition.'of use. EXPIRES: y F } 12/31/2016 /��].1 ✓�/'� �! TRANS I D: LINK 5.CompaTrus he.no control over and assumes no responsibility forme 8.Design assumes full bearing al all supports shown.Shim or wedge It EXP I RES: 12/47 1/201 6 fabrtc tion.handing,shipment and Installation of components. 7.Design assumes adequate drainage I.provided. November 30,2015 8.Thla design Is furnished subled to the limitations set forth by B.Plates ahel be located on both faces of buss,end paced so their center TPI/WICA in SCSI,copies of which nil be Nmished upon request. Ines coincide with loin center linea S.Digits indicate We of plate la Inches. MITek USA,Ina./ComplTrue Software 7.6.7)1L)-E 10.For Music connector plate design values see ESR.1311,ESR.11ee(MITek) This design prepared from computer input by Pacific Lumber and Truss-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) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 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 POE 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 6'- 0.0" 0/ 48V 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. BOTTOM CHORD CHECKED FOR 10 PSF 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 TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" q f MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 4 M o [ 1 r- o 0 26E7E10 00011, --e 1 M-3x4 l l 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 C;i�� ' PRQFCSs 444 'C 9782PE p JOB NAME : 3413-B POLYGON NW - PJ1 Scale: 0.6771 Iir WARNINGS: GENERAL NOTES, unless otherwise noted C/' (13 OREGON 1 Builder and erection contractor should be advhed of all General Notes 1.This design h based only upon the parameters shown and Is for an individual ,�y "7 O R E,GO1 v4 (�N. Truss: PJ1 and Warnings before construction commences. building componentApplbabiey of design parameters and proper 4/f, yyV 4- 2 2a4 compression web bradng mast be installed where Mown i. ,-,4- incorporation a on of component h the rosponsibAily of the building designer. .11 C!/f iG et,C) 3 Additional temporary bracing to dildoe stability during construction 2.Design assumes the tap and bottom chords to be hter°IIy braced at 71/y+� `Ty J la the responsibility of the erector.Additional permanent bredng of T o c.and at 10 c.c.cooS..sly unless braced throughout their length by •J� �r�� continuous Mging or such es plywood sheathing(TC)and/or dryweX(BC). /1 DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bredrg required where shown'* A U�.. SEQ.: K 15 61210 4.No load should be applied to any component until after al bredng and 4.Installation of truss Is the recponsibilty of the respective contrador. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used ins non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition*of use. 5.CompoTrue has no control over and assumes no respon.ibility for the 6.Deign.fumes lull bearing at.il supports shown.Shim or wedge g EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design la Iumiehed subject to the limitations set forth by 0.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines colndde 58k Joint center lines. 9.Digit.Indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sea EBR-1311.ESR-7900(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #105TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-65) 48 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 SORE 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" -41/ 396V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 6'- 0.0" 0/ 57V 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. I_ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 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/1B0 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 TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.9" Allowed = 0.333" T '' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.9" Allowed = 0.333" 12 MAX HORIS. LL DEFL= -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 N ol O C O M-3x4 1 l T.4 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 44 k 4t89782PE -7`"° JOB NAME : 3413-B POLYGON NW - PJ2 • Scale: 0.6196 -_...", WARNINGS: GENERAL NOTES, unless otherwise noted Cr' (`W/''y 40 Truss: PJ2 1.Builder and eredkn and Warnings before connrosbudbn commedor should be ce advised of al General Notes 1. y ilding compbased onent not Appppdo.b of n the odometers sign parmetere and p open individual � OR G.�IV2�g'% 2.204 compression web bradng must be installed where shown v. incorporation of component Is the rospeneEa8y of the buA9lrp designer. .A tM y.�, G 3.AddNlenal temporary bradng to insure stability during construction 2.Design resume the top end bottom asechob to be laterally braced et 7 �7 J'i Y. J �,i la me responsibility of the erector.AddRIonel pannene01 bracing of 7 o.0.and a1 ig o c respectively unless bread throughout their length by V DATE: 11/30/2015 the overall elective h the siblof the boNding designer. Senllnuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ' /A,f t v` reepon ity 3.2i Impact bridging or labral bracing required where shown.. /'1 li 1.. SEQ.: K 15 61211 4.No toed should be applied to any component we ever eN bradng end 4.Installation of truss Is the respansibllty of the reepedNe contractor. fasteners ere complete end et no time should my beds greater then 5.Design assumes hums ere to be used In a nencorroalve environment, TRANS ID: LINK design is de bee plied to any component. end are mr"dry condition"ofuse. 6.CompuTrus hes no control over end assumes no respondent),ler the 6.Design assumes SM bearing et ell supports strewn.Shim or wedge if NA..�� } �EXPIRES:N12/31/2016 2/31/201 6 febrketlon,handling.shipment end installetten of component.. 7.Design segues.adequate drainage b provided. November 3Q�L�I5I C L 6.This design is furnished subject to the iimeetlens set forth by 8.Plates shaN be located on beth has demos,end pieced so their center TPbW-CA in SCSI,copies of which win be Meted upon request. Nnea coincide wRh joint center Ik,es, S.Digits Indicate she of plate In inches. MITek USA,Ino./CempuTfue Software 7.6.7(1L)-E to,For bask connector pieta design value.we ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #13BTR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HONE 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 PDF 0'- 0.0" -46/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" / 5.-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" 1/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 -v Design conforms to main indforce-resisting system and components and cladding criteria. 0Wind: 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, Truss designed for wind loads in the plane of the truss only. 0 M rn O C -J o � -/ I 1 2 41118. 81 0 M-3x4 l l ). 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 I0 P it yr :9782 PE If, JOB NAME : 3413-B POLYGON NW - PJ3 ' ,;� Scale: 0.5762 y WARNINGS: GENERAL NOTES, unless otherwise noted ff + /[7 //++ya II�L'� ® ' 1.Builder and erection contractor should be advised dal General Notes 1.Thl.design I.based only upon the parameters shown and is for an lndlvbual 0REG4„/Iy Truss: PJ3 and Warnings before construction commences building component.Applicability of design parameters and proper �i'/' 6) ,,Q" 2.2s4 compression web bradng must be installed where shown 0. Incorporation of component lathe responsibility of the building designer. .11 L/�a."Y.. 5 3.Additional temporary bracing to Insure stability during construction 2.Design assumes m.top end bottom a..bs to a Wordy braced at 7 j`� _ Is the roaponsibNlly of the erector.Additional permanent bracing of T o c,and at 10 o.a.respectively a.ey unless bread throughout and/or their length by /'•" �jq �`4 continuous sheathing such as plywood.healhing(TC)and%or drywal(BC). DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.23,Impact bridging or lateral bradng required where shown a a ' SEQ.: Ki5 612 12 4,No bad should be applied to wry aomponant until ager all bradng and 4.Installation of Was la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6. supports Design assumes full bearing at all suoshown.Ohm or wedge if 5.CompuTnrshas anecontrol over end aewmesnoresponsibiliyfor the nea..ay. I� EXPIRES: 12/31/2016 febdyan,handlirg,shipment and Installation of components. 7.Design assumes adequate drainage b provided. Novem1JPr q 30,2015 6.This design Is furnished subject to the limitations est forth by 8.Plates shall be bated an both laws of tens,and placed so their anter TP W.'ICA In BCSI,copies of which nil be furnished upon request. Ines coincide with joint center line. E Diggs indicate We of plate in inches, MITek USA,Ino./CompuTrua Software 7.6.7(10-E 10.Far basic connector plate design values we ESR-1317,ESR-1988(MITek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -68/ 301V -6/ 430 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 92V 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. ICOND. 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/290, 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 = 0.050" f- 1' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 -/ in the plane of the truss only. 0 o rn /- o c _J io 1 2 '�� 9111118.-- M-3x4 1 1 1 1-00 2-00 PROVIDE FULL BEARING;Jts:2,9,3 I <ctiV PApcfiSs <c=; . �GIN R ©',, :9782PE t.'"' JOB NAME : 3413-B POLYGON NW - SJ1 .,,. -d" Scale: 0.6957 AWN WARNINGS: GENERAL NOTES, unlessothenvhe noted. ,/ CO. / t() 1.Builder end erection contractor ehadvisedd be advised of all based General Notes 1.This design Is only upon the parameters shown and la for an Individual 'F OREGON N Truss: SJ1 and Warnings before instruction commences. building component.Applicaday of design parameter.and proper 'it 24 t" 2.2a4nsmpreaaonwebbr.dnamoabemaaNdwmar..hawn. kmorporationofcomponemiathereeponerouByofthebaudingdeelgner. Lr�} /y,+ 3.Additional temporary bracing to Insure steady during construction • 2.2estgn end.t tO ms top end bottom chorda to M laterally boned st ' Y �-'` Is the roeponstbll y of tied erodor.Additional permanent bracing of o.c. el 10 ac.respectively uplpssed s band throughout their length by V DATE: 11/30/2015 the overal structure Is the n ndbli f the bidding da continuousartedgingoheathlor suer as bradng re aired here s overand/*r drywaA(BC). �./1,+t �� epi p o rap signer. 3.in Impact botlging or hrel responsibility ofthe where shown*e �^7 lJ L. SEQ.: K 15 61214 4.Na load ahoew be applied to any component cry after al bradng end 4.Installation of truss is the era to.used the raspecrOe contractor. fasteners Cr,compete and at no time should any loads greater than 5.Design assumes Passes are to be in a in-corma ve environment. design bads be applied to any component. and era for"dry condition"of use. TRANS I D: LINK 8.Design assumes Ml bearing at al supports Mown.Shim or wedge If 5.Cempu7rus has no control over and assumes no responsibilityforth. nea.s.ry. EXPIRES: 12/31/2016 fabrication,handling,empment end betaliatlan of components. 7.Design assumes adequate drainage a provided. November 30,2015 8.This design is furnished subject to the limitation set S t forth by .Plates shal be bated on both face.climes,and placed w their center TPINYTCA in SCSI,copies of which*Abe Nmhhed upon request. Ina.aindde with joint anter tins. 9.Digits indlate she of plate In Inches. MRek USA Inc./CompuTrue Software 7.6.6(1L)-E 10.For basin connector plate design values use ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BEG 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 -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PIP 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -29/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ' 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T OAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 -I '' w 0 m f ~ 0 I 0 o 1 iEB0 3 1�� M-3x4 ) y 2-00 'PROVIDE FULL BEARING:Jts:1,3,2 I co Cir~. GIN E�'� 0 :9782PE �r JOB NAME : 3413-B POLYGON NW - SJ1X �/'� • Scale: 0.7901 Ilir WARNINGS: GENERAL NOTES, unless otherwise noted C.r (I) 1Truss: S J 1 X auilder and erection oontrador nd Wammge before construction commences. d be mmen advised of el General Notes bbuuiding componendesign Is t.APpllublldy of design parameters and proper only upon the parameters shown and Is foran lndNldual � EGON() 2.2a4 5 mpres"bn web bracing M be Installed where"haws o. Incorponibn of component Is the responsibility of the balding designer. //�d r V f7+ 3.Addition.'temporary bracing to stability during construction 2.Destgn assumes the top end bottom dro bs to be'Morally braced at '1 �'" '�5 d the responsibility of the Brod r.Additional permanent baring of continuous 7 o.c.end at 10 o c reach..sly plywsed.baud throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. I Is Impact bridgingg'or such 1b acing re aired ing(e s ovebr dryweA(BCJ. �A UL (�` or lateral bndng required where mown.. a SEQ.: 51561215 4.Ne bad should be applied to any component until eller MI bradrp and 4.Mediation Ohms Is the reapon.lblsty of the respective contractor. fasteners are complete and at no time should any Wads greater than 5.Design assumes busses ere to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any cnmponen. and are for"dry condition"of use. �/ p �i 12/31/2016 I�/q l)ry/�d 5.Compaints has no control over and assumes no reaponelbillty for the B.Design assumes MI bearing et est supporta alwwn.Shim or wedge If EXPIRES. d 2/t7 1/20 1 6 fabrication,handling,shipment end kntstdeon of cornponeMs. ry. 7.Peres shall es adequate othce is trusdsd. November 30,2015 8.This design Is drMahad subject to the limitations set forth by S.pride shag be Waled on both feces of than.,and placed so their anter TPkWTCA In SCSI,sepias of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits MITek USA,Inc./CompuTrus Software 7.6.6)1L)-E 10.Forbasc connector pplategdros platedesign values sea ES13•1311,ESR-1998(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: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 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" -62/ 322V -13/ 71H 5.50" 0.52 RODE ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 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. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 -' MAX HORIZ. LL DEFL= -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL= -0.000" @ 3'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. N M /- o O C O O 2►�/ 4►�' M-3x4 l y l l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I yyv-- 061 j�GINEk - / � �• ,9Vy., .((,t � :9 $2PE am + JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.7840 lir WARNINGS: GENERAL NOTES, urea°therwbs noted Gr. c /�I�' 1.Builder end erection contractor should be advised of a8 General Notes 1.This design Ie bend only upon the Aerometers shovel end Is for en Individual '9 OREGON , Truss: S J2 and Warnings before conelruction commences. building component.ApplicNley of design parameters and proper C}� 2.2e4 compression web bracing mud be Instelbd where shown•. mcerporatbn of component Is the responsibility of the building designer, .e'1 4/3y a 7 v 3.Additional temporary bracing to Insure sisbllty during construction 2 2'a n,end at/S the rep and bottom chords to he laterally breva d T �1 Y _+ b the responsibility of the erector.Additional M brodng of 2'on. et Id o,c,such a ply unless braced throughout their length by /r 1 germane centinuous sheathing such as plywood sheething(TC)and/or dryweA(BC). �w/�' +t ` DATE: 11/30/2015 the overall structure is the reaporwbnly of bedding designer. 3.2r Impact bridging or lateral brodng required where shown r* A U L. SEQ.: K1561216 4.No load should beapplied toany component until after albracing end 4.Installation al�lenoftt.aurath:.oto�bllty the respective Irdoornam, fasteners are complete and at no time should any loads greeter than end rte es"dry causes•re use. TRANS I D: LINK design loads be applied to any component. 8.Design assumes full bearing at ed supports shown.Shim or wedge if 5.CompuTrus has no control over end assumes no responsibility for the necessary. EXPIRES: 12/31/2018 fabrkatlen,hendling,shipment and installation of components. 7.Design assumes adequate drainage le prodded. November 30,2015 5.TMs design le banished subject to the limitations vat forth by S.Plates shag be located on both feces of truss,and placed Cu their center TPWRCA In SCSI,copies of which wit be famished upon request. Ones coincide with joint center lines. 8.Diggs Indkale sire of plata In Inches. MITek USA,Ina./COrnpuTruuc Software 7.6.6(1L)-E 10.For best°connector Este design values rte ENR•1311,ESR4988(MIlch) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 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 BEG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)FDL( 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" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 c7.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 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 = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=9.2,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. 0NIm0 oo 1111111111 r4 311110.=0111 -/ M-3x4 yX6192-00 1-11-11 . f N I I <;:. PROVIDE FULL BEARING;Jts:1,3,2 V /*i `b" :9782PE <' JOB NAME : 3413-B POLYGON NW - SJ2X Scale: 0.8965 )),�,,,, WARNINGS: GENERAL NOTES, unless(Shames noted: Jr C/ / `' 'v,A 1.Builder and erection conlredor should be advised of eil General Noles 1.This design N based only upon the parameters shorn end Is for en Individual "'Q OREGON �- Truss: S J2X and Warnings before constructer commences. building companem Applicability of design parameters and proper / 4) Q 2.2s4 compression web bredng must be Instated where shorn o. Incorporetlon of component Is the responsibility of the building designer. ..f1 A a.� .. A t_ to _ . 3.Additional lemparery bredng to Insure stability during construction 2.Design assumes the top end bottom chows to be throughoutaterally baud st 7 'l(^i J Is the responsibility of the erector,Additional permanent bracing of 7 o e.and at 70 c.c.eueh cc sly unless braced meh Ienglh by /[{,� DATE: 11/30/2015 the overall structure Is the responelbMty of the building designer. 3.2s Imp ad bridginguous Ior laterab plywood requirede where sh)own .dryweA(BC). • p/t ` .. pon lateral bndng where Mown�• k""1 L SEQ.: K 15 612 17 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the reeponabEy of the respedhe contractor. fasteners are complete and at no time should any bede greeter than 5.Design assumes trusses are to be used in.noncorrosive environment. TRANS ID: LINK deeps beds be applied to any component. end era for"dry condition"of use. 5.CompuTros has no control over and assumes no responAMley for the 8.De&un.ewmee 8d1 bearing el all supports shown.Shim or wedge If EXPIRES: 12/31/2016 mmwfabricator,handling,shipment end Installation of components. 7.Design a comes adequate drainage I.provided. November 30,2015 8.This design Is famished subject to the limitations set forth by 8.Pales.hal be located on both faces of trues and placed so their center TPINWICA In SCSI.copes of which MAI be furnished upon request. Ones coindde with joint center lines. 9. In MITek USA,Inc./CompnTrus Software 7.6.6(1L}E to.For lbasic ts icotnectoe We rdate a plate deslIIn values see EBR-7377,ESR•1 gait(MISS) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 1 BC: 2x4 KDDF #1&BTR SPACED 24.0" C.C. 2-3=(-102) 47 • 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/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 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" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 7 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" WDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 rn co /- o I .'SC c 0 I f 1 2 4 0 M-3x4 l ), l 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,4,3 I .,,p t46 N •• <0 c.44/ 9782PE 1r JOB NAME : 3413-B POLYGON NW - S J3 Scale: 0.6303 WARNINGS: GENERAL NOTES, union otherwise noted Cee. 47 1.Truss: S J3 and Werrrongerection •before conmearocommences.uld be n a of el General Notes balding This component Apgluwia theparameters a.ign parameters wn and P ope;individual gA`OREG{ONr lt" 2.2t4 wmprealon web bredng must be Installed where shown•. incorporation of component Is the responsibility of the bulling designer. 1:0 Fl I tfc 4A ` ,,. 3.AddNloal temporary bating to Insure stability during construction 2.Design assumes the lop end bottom chords to be throuWordghout braced el 7 'l Is me re•ponstbBty of the erector.Additional permanent bednp or 2'o.c and al l g o.e.reapea.plywood braced throughout Ihelr length by DATE: 11/30/2015 the overel.Iructure is the responsibility etthe building designer. continuous dibbling such e•pdwaotl Ghee dee e e onmoer eryw.gec). "R PA ^.'+ �� ng e.sir impact bridging or lets(.'er.ang required where shown,. i1 l! SEQ.: K 15 6121 S 4.No load should be applied to any component untl alter all bracing and 4.Installation of buss is the reependbllty o/the re•pectbe contractor. (.Menem era complete and et no time should any bade greater than B.Design assumes truss.s are to be used In e non-corrosive environment, design bads be applied to any component. sneers for'dry eenalron^of n•. TRANS ID: LINK es 6.Design assumes faIbeenngetaNsuppon•shown.Shim orwedge it EXPIRES: 12/31/2016 5.Campania has no control over and assumno responsibility for the aa•nry. (abdatlen,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 fort by e.Plates ehaS be located on both feces of buss,end placed so their center TPbWt CA In SCSI.copies of which MR be fumlehed upon request. Anes coincide with joint center linea. 9MtUek USA,Inc./Com Trus Software 7.6.61L E10.Digseamtlkale•ct ofobisa inches. PD ( )- .Forbencana0.etpeae inches.values see ESR•1 X11,ESR•lgee(MITak) Symbols Numbering System ,a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury IiDimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,Is always required. See BCSI. TOP CHORDS T/ �� 2. Truss bracing must be designed by an engineer.For a 16 N widetrussspacing,individuallateral braces themselves pmayrequirebracing,oralternativeTorIO •• p bracing should be considered. Yilli F � O A� 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ C7-8 6-7 C5-6 Q 4. Provide copies of this truss design to the building 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/TPI 1. Plate location details available in MITek20/20 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 expresslynoted,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 �f Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section 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, or less,if no ceiling is installed,unless otherwise noted. BEARING w- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior reaction section indicates joint ©2012 MTek®All Rights Reservedapproval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. mit® Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, hilliTek' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013