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Plans (25) 11111 .� CU/?- I �� 1 7 SI�/ S9 sw S7---ee'-��,_,,, MiTeke MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-399_UPPER Fax 916/676A 909 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. <c3N0 PROF�S ��caGINEFR `i ct., 2 o Q 87022PE r- 0 N y cc'Oj, OREGON cti7,, 4 1", MBER .0 \O OS A. HE• ,•• EX• '` :06/30/ 1/ 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 ANSUTPI 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 MiTek Industries,Inc.Fri Nov 27 10:5622 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12tlyAg??-vFt?YmX2d JVEBng9KU8FpWgluyrhglHMTHTkUyEzgd 10-10-01 p-10-1411 1-0-0 1 1 1-2-0 II 1-0-2 1 11-0-8 1 1-6-0 1 Scale c 1:36.4 3x4= 5x5= 4x6= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5:=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 m 0 1._.11`II/ ',l,' -I-I AI I L' I� o WI 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 II 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 1 1-1-0 I 18.6-8 I 21-4-0 I 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- (1:Edge,0-1-8),(12:0-1-8,Edge),[13:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell 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 Incr 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 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=1449/0,10-11=1540/0,11-12=1540/0,12-13=1259/0, 13-14=742/0,14-15=742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=831/0,1-34=-2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=-725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. t��D P R OFFcS' 3)Refer to girder(s)for truss to truss connections. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �t� NG(N�F,Q s�o2 at the bearings.Building designer must provide for uplift reactions indicated. 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 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. co N 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .;•• (Ct '. 7 AT OREG N 9,9 LOAD CASE(S) Standard 9�, FiI,j�ER �1�P�� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (7 Uniform Loads(pH) 1.3 A. HER Vert:22-35=-6,1-21=-80 Concentrated Loads(Ib) Vert:1=1265(F) EXPIRES:06/30/2017 November 30,2015 1 a ..r. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. 11111 - Design valid fa use only with M7ek0 connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the bulding designer must verity the applicability of design parameters and properly incorporate the design into the overall MiTek`building design.Bracing indicated is to prevent buckling of individual truss:web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Quaky Criteria,056-89 and ICSI 6vOding Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996178 PL15399 UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&-Truss Co., Beaverton,Oregon - - - --- - --- - 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 2710:5623 2015 Page 1 ID:zs2ygYHMYItI_Z1p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzgc 1-0-0 I 1 1-1-10 I I 1-2-0 -7-211 1-7-0 1-2-0 pi 1-2-0 1-2-0 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 o -�-� -�-"I-r- rill -�- Io N ‘1. Y-�Y-Yet-Y-Y-t•"I-�Y��Y�� 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4=- 14-2-2 14-2-2 13-0-213-721 19-11-4 1 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- 114:0-1-8,Edge),(24:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=1588/0,4-5=-2786/0,5-6=2786/0,6-7=3608/0,7-8=3608/0, 8-9=-4042/0,9-10=4042/0,10-110-4122/0,11-12=-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. <<- RED PR OFFs �‘AGI N4- s/° 87022PE r N rN �-0?, OREG N ti�At/ 160:418 6, 418ER �.� O �s EXPI RES:06/30/2017 a November 30,2015 N a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/1.7173 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekd connectors.This design is based only upon parameters shown,and is for an individual building component,not » a truss system.Before use,the bulding 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7111 Qualify Criteria,DSB-89 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.-Fri Nov 27 10:5625.2015 Page 1 ID:zs2ygYHMYIt5_Z1 p9y12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzga I 1-10-8 I 4l 11-0-0 I 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 I I 3x5= 1 2 :: * >'* 4 5 620_!�_�-Ili//i - /AILN _ - _3534 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 15-1y 1 19-7-0 I 22-4-12 I 2-1-8 10-9-6 b-7-66-7-0 5.6-2 2-9-12 Plate Offsets(X,Y)- 112:0-1-8,Edge),[13:0-1-8,Edael,[35:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-8 Max Uplift22=579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),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=25870,5-6=-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. �� f3 R OF�s 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. �NG(N EL- s/�2 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 CV y be attached to walls at their outer ends or restrained by other means. 870 2 P E 6)CAUTION,Do not erect truss backwards. N 1Ai, OREGON ,;Q4N SA. HE , EXPIRES:06/30/2017 November 30,2015 B8 rr. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 849-7473 rev.10/03/2015 BEFORE USE. - - Design valid for use only with MiTekt 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 the design into the overall MITeI(' building design.Bracing indicated is do prevent bucking of inciNiduarhussweb and/or chord members only.Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-B9 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399_UPPER F04 FLOOR 3 1 '-- - - Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 12tl yAg??-n07WO8aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 II 1 Scale=1:37.1 354=- 1.553 1.5x3 II 4x6 = 3x4 II 3x10= 1.553 I I 3x4= 1.553 II 354= 1.5x3 II 3x6 FP= 1.553 I I 3x4= 1.553 I I 1 /`2 3 4 5 6 7 8 9 10 11 12 13 14 F,..1 e.+ ,�3!, e / \ e / ee e/ %%444%444\H' e / %%4%4%4'N\ e 17, _ e 23 22 21 20 19 18 17 16 15 455= 358= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= I 2-11-0 I 2-11-0 21-3-0 18-4-0 I Plate Offsets(X,Y)- (8:0-1-8,Edge),(17:0-1-8,Edge(,123:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud 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/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=-1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. _"N`'<,,NGNEFig s/0 kr 2 87022P, 9r cv y �'0i, OR GON ct� 'v 9O EMBER -N1 �O OSA. HO; EXPIRES:06/30/2017 November 30,2015 9 4 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7173 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekO 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.ek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T711 Quaily CrNeria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 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 s Jul 11 2014 Mi rokindustues,tnc.Fri Nov 27 10:56:27 2015 Page 1 ID:zs2ygYHMYItl Z1p9y12tlyAg??-GChubUbBRXynKygdxu3JysDkxvagMWBOVI?EPhyEzgY 1 1-0-0 1 Oro- 4 1lL 1:1-7-21 11-2-0 i 1-2-0 ii 1-2-0 1 1-2-0 I Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 a e a_ a e a e , a e e e F _ N 'e T'✓b i e e e e - 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 = 3x4= 1.5x4 SP= 15-6-14 14-4-14 11-11-1} I 21-4-0 I 14+14 0-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge),f27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,34=1712/0,4-5=-3036/0,5-6=3036/0,6-7=3981/0,7-8=-3981/0, 8-9=4547/0,9-10=4547/0,10-11=4727/0,11-12=-4727/0,12-13=4554/0, 13-14=4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. �s 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 PR OF attached to walls at their outer ends or restrained by other means. ��Ca �NGI N EFR 2 s/O 'r 87022PE fit' 7 SAT OREGO ti 4Y 'AC F48ER \1 �s A. Heck.`-'' EXPIRES:06/30/2017 November 30,2015 _4 1 ®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 Mnekm connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the design into the overall- building design.Bracing indicated a 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 QualityCrIterla.0S11-89 and SCSI Building Component 7777 109 Safely 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 PL15.399 UPPER F06 Floor 2 1 845996482 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5629 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n1 HI8dLmglUJz2ULTayEzgW I 1-10-8 I fl 100.141 1 1-0.0 I 1 1-2-0 1 1 1-0-2 I 1 1-3-8 1 1.8-0 1 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 - P 7.0 ci9 : - ... ... :,.. . IGN 1,74 iii 35 34 33 32 31 30 29 28 27 26 25 24 kl 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 15-1 19-7-0 2-1-8 10-9-6 7-01 I 5-6-2 I 23-07--88 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],113:0-1-8,Edge],135:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0,15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 34-35=1641/0,33-34=-1683/0,32-33=-303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=1690/0,2-35=0/1843,12-28=-7/485,8-30=-062/0,18-23=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. ��.io P R°fes 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. 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 �� GI NEER s/0 be attached to walls at their outer ends or restrained by other means. �c. 5)CAUTION,Do not erect truss backwards. 870 2 P E -7 y �..j, OR EGO �o QMH �`aA. HE ` EXPIRES:06/30/2017 November 30,2015 I f N WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 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 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 bolding desigrx:-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,defrvery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quail,/Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996183 PLI5-399 UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Trus-Oo 't'-B avertort;Oregon - 7.530 s Jul 11 2184�hMPR hVISD ZzO ek Industries,Mc. -TINS NR1 WxGlmfb Page 1 EzgU ID:zs2ygYHMYItl_Z1p9y12t1yAg.. P 1 9 10-10-o I I I 1-2-o I F-'141°-9-°10-9-0 11°-94 0-9-0 110-9.0 10-9-0 I Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 .:. ifrAlipr:14-rdask,Lirewewww/Attrinft‘r\II:rlirki\.: N 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-9-141 20-2-0 I 113-2-14 11-7-0 7-0 I 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edgej,(18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud 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 Weight:108 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4_55=2483/0,5-6=2483/0,6-7=-3317/0,7-8=3317/0, 8-9=-3881/0,9-10=-3881/0,10-11=4177/0,11-12=4177/0,12-13=-4200/0, 13-14=-4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=483/0,8.35=0/383,10-35=277/0,24-26=1072/0, 24-27=0/977,22-27=890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. Q,O) P R oFFs 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. Co N-i N�� G\ 0 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to lG R 2 be attached to walls at their outer ends or restrained by other means. �� 9 $7Q22 P E 7 -N ,N N SAT OREG•N rL�O<v 9O AMBER .\1 N �S A. He?, \-4P EXPIRES:06/30/2017 November 30,2015 4 --r a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - - - x Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall -, � ,., - - building design. Bracing,indicated istoprevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - - - ` 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/Tn1 QuaMy Criteria.DSS-89 and SCSI Building Component 7Suite 777 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Suites Heights CA 95610 Job Truss I 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 n.� ate ID:zs2ygYHMYItl_Z1p9y12t1yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMSl6HIf0i?4vyE1gT 1 1-10-8 1 o-1 1 1-0-0 1 1 1-2-0 11 1-0-2 I 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 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 IM _- _ !► _ _ a r �ir � � .. 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 12-10-141_5-1 19-7-0 22-4-11 Plate Offsets 2-1-8 10-93 7-0 7.01 5.6_2 1 2-9-11 I ( )- 112:0-1-8,Edge),(13:0-1-8,Edge1,f35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud 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/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=1485/0,10-11=1563/0,11-12=1563/0,12-13=1268/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=756/0,20-22=0/959,20-23=1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. c.ko 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 <G c5's be attached to walls at their outer ends or restrained by other means. �\G' t Y NEF9 /0 4)CAUTION,Do not erect truss backwards, *44 2 2 87022PE 9r ro y �'oj, OREGO rP AH 9c, FMSER �� 4 �ka A. Hec", EXPIRES:06/30/2017 November 30,2015 4 4 op. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MI1-7473 rev.10Po311015 BEFORE USE. .., Design valid for use only with MTekE 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaMy Criteria,DSB-89 and BCSI Building Component7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. _ Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399 UPPER F09 Floor 1 1 Job Reference(optional) -Pacific Lumber&Trus Co.-, "Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc..Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tl yAg??-YZcY3theoggogl izsshykL?ykjzsV6H26KB69nyEzgR 10-1a-13 I I -11 1-2-0 Irl>-7-10 10-94D I0-9-°11°-9-° lo-9-D 110.943 10.9-0 I Scale 0 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 G -M _M Al -w ,/- _�_ N N Y-Ii��f,l./akYY- Y��aL'� � i-a�Y Y 2�. _ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1121 1 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- El 7:0-1-8,Edgel,[18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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 Ina 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,45=2518/0,5-6=-2518/0,6-7=-3371/0,7-8=-3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=4267/0,11-12=4267/0,12-13=-4306/0, 13-14=4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=-291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=-713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. �� P R()Fe._2)All plates are 1.5x3 MT20 unless otherwise indicated. 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 ,,....7 �Co �NG(N£. s/02 be attached to walls at their outer ends or restrained by other means. 87022PE 9t' � Nc� � H y Aj, OREGO (15:3' , 1 AOnF48E8 \1 P‘ S A. HER' EXPIRES:06/30/2017 November 30,2015 4I BEFORE USE. v 10/03!2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev. 11111Design valid for use only with Weld!,connectors.This design is based only upon parameters shown,and is for an individual building component,not b a truss system.Before use,theutding 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 trek - is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS8-89 and SCSI Building Component 7Suite777 109 Greenback Safety Inlormallon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312 Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering S stemA General Safety PLATE LOCATION AND ORIENTATION Notes 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 l (Drawings not to scale) Damage or Personal Injury liDimensions are in ft-in-sixteenths. I Im Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'1/16n c1-2 c2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ II4Ft4 p bracing should be considered. ■� 3. Never exceed the design loading shown and never II a U stack materials on inadequately braced trusses. O ~ O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�$ ce-� cs-b plates 0-'hd BOTTOM CHORDS designer,erection supervisor,property owner and from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locationds ared directembed ioby ANSI/TPI Knots and 1 e at joint 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. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Trusses are designed planein all respects,equal to or better than that i' Indicated by symbol shown and/or g ed for wind loads in the of the specified. by text in the bracing section of the truss unless otherwise shown. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. N.,....." established by others. 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 MiTek®All Rights Reserved approval of an engineer. { number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® \ Min size shown is for crushing only. NM iiii milio 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: 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 suff tient. BCSI: Building Component Safety Information, o Guide to Good Practice for Handling, MiTe 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/IP!1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 10 MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. Efl PR Opt ��R : �c\� ��yGIIVE /9 f20. 89782PE �f 7 OREGON d"� a, _. f20�16_ 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 ANSUTPI 1. I. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WE: 2x4 KDDF ST$SNTR WEBS: 2x4 KDDF STAND LOADING 3- 9=(-2065) 558 6- 9=(-950) 1777 3- 6=( 0) 2 85 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT C= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.07= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT E4SOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 •* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL FL = -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.E, MWFRS(Dir), load duration factor=1.6, d ind 5-11-11 3-02-10 5-11-11 Tnuthess dplaneeoffthewtrussoonly. ads T $3208 1320# 12 12 6.0017' Q 6.00 M-4x6 :M-6x6 z ilh011 VI rn c • 17. o a 5 6 as 4 I 0 M-3x5 M-3x4 M-1.5x3 M-3x5 0 is 1 b l 5-08-08 3-10-12 5-06-12 is 15-02 is <004G N4- t fp 4G "y Ct.' 89782PE r' JOB NAME : 3413-B POLYGON NW - AlScale: 0.4009 AM WARNINGS: GENERAL NOTES, unless otherwise noted: 1:.3 C f"�©EGOI V(�I I.Builder and erection comshould ould be advised of el General Nates I.This design b based ask upon the 0R parameters shown and la for en indilduel Truss: A 1 and Warnings before construction commences. building component.Appllcebilly of design parameters end proper 2.2o4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer. q;Q.. 4 Ply 15 (✓ 3 Additional temporary bracing to Insure stability during conMuclbn 2.Design assumes the top and bottom chorda to M laterally braced et _ is the roaponsiblly of the aredor.Additional permanent bracing of 2 o.c.and et IC o.c respectively unless braced throughout their length by (�V continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). �A U L T a DATE: 11/30/2015 the overall structure N the responsibility of the building designer. 3.2v impala bridging or lateral boring required where Mown++ 4.No bad should be applied to any component until after al bradng and 4.Installation of truss is the responsibility of the respedNe contractor. SEQ.: K 15 6 117 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive enmronment, TRANS I D: LINK design loads be appuea to any component. and Design for"dry condition"rng ua supports gal 5.CompuTn s hes no control over and assumes no responsibility for the S.Dew NII beano 1 l w rte shown.Shim or wedge R EXPIRES:: 12/31/2018. fabrication,handling,shipment end installation of components. 7.Desig assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their anter TPIWICA in BCSI,copies of which Mil be furnished upon request. linea coincide with joint center line. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-7BO5(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x9 ROOF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-779) 153 4-3=(-97) 587 LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. (ION. DL ON BOTTOM CHORD = 10.0 POP 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) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans 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 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 = 0.519" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 19'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7-07 ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 12 T load duration factor=l.6, 6.00 IIsi-9x4 12 Truss designed for wind loads Q 6.00 in the plane of the truss only. 4.0" 1.1 M o M rte: o 1.. 0 9 ** 3 I M-3x4 M-1.5x3 M-3x4 0 l l l 7-07 7-07 1 0) PROF 15-02 l �~Co�V�G E$.. LV ps� T tz 89782PE p�' JOB NAME : 3413-B POLYGON NW - A2 ! t100..• • Scale: 0.4009 ' WARNINGS: GENERAL NOTES, unless otherwise noted 'F Truss: A2 1.Builder and erection contractor Mould be advised of ell General Notes 1.This design is based onty upon the parameters shown and is ler an individual "7 OREGON �yy_J and Waminga before consructbn commences. buAtling component.Applicability of design parameters and proper l!-X. 2.2a4 compression web bracing must be keened Where shown+. incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop ant bottom chords to be laterally braced at "It�,5 q C'f v A Gj f Is the responsibility of the erector.Additional permanent bracing of 7 c c.end at 10 a.c.respectively unless Orecetl throughout melt length by !?'/ 7 A 1 � w DATE: 11/30/2015 the overall structure la me responsibility of the building designer. continuous sheathing such as plywood aheef ing(TG)end/or drywall(BC) /*s r.' r '� 4.No bee should be applied to. g and 3.2sle Impact bridging or lateral bracing required where shown+♦ /`'A. V�. SEQ.: K 15 6117 5ppNetiny<omponent unity after all biadn d 4.Installation of truss Is the respnnsiddy of the reapaotNe contractor. fastener.era complete and at no time should any bads greater than B.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design baa be applied to any component and ere rot^d y condition.'of ass. 5.CompuTrus has no control over end assumes no responsibility ler the 8.De essa ewmes NII bearing at all supports shown.Shim or Wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components.. N' I{�. q �y ..tt 6.This design Is furnished subject to the limitations set fodh by T.Patesslgn asumebs efed ed see tis fcelapruss,an d. November 3OrL015 TPkWfCA In BCSI,copies of Mach will be furnished upon request. S lines tcoindtlswith jolts venter lines.cea of Wes,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits Indicate size of pleb In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1 gab(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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 KDDF #1SBTR SPACED 24.0" O.C. 2-33=) -1166)6 -3=( -119) 120 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT 6= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 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' 1' ' i Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-1.5x3 q -/ Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, 111 1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. II M-3x6 44,11111 oo o l,, 5 6 I o M-3x4 M-3x8 M-4x8 y y +1210# +6378 ,, 4-00 4-00 y 8-00 y .ccj�eft. 6'(..9 �,lCxlE 42 • .-c- 8 782�P..+E� vr",.. JOB NAME : 3413-B POLYGON NW - AGIRD / �,�i^\ Scale: 0.4610 '�. d'7' l WARNINGS; GENERAL NOTES, unless otherwise noted S' )OREGON ^f�� 1.Builder and"radionoontrador should be advised of a1 General Notes 1.balding ecomponend only uon the ofar.mparamoshown and sters and kr r a Individual � V T Y'us S: AGIRD ani Warnings moron construction commences incorporation of oomponem is the f design nblity of the building designer, "'/ �"iq FS Y A{"'j 2.204 compression web braorp must be Installed where shown+. 2 Design assumes the top and bottom chords to be laterally braced at sl 1 _+ pe� 3.Adtlitlosi temporary bracing to Insure stability during construction7 o.e,and at lO o.e.respe55vely unless braced throughout(heir length by {^j V. Is the responsibility of the endor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywal(BC). Pq U L `� DATE: 11/30/2015 the overall structure b the responsibility of the bulking designer. 3,2i Impact bridging or lateral bracing required where shown++ 4.No bed should be applied to any component un11 ager all brans and 4.InataNatlon of truss is the responsibility of me respective contrador, SEQ.: K 15 6117 6 festenen are complete and at no time should any bads greater ben 5.Design assumes trues.are to be used Ina non-corrosive environment, TRANS I D: LINK dedgn loads be applied to any component. end an for•dry oondsloni of use. 12/31/2016 rN rr��N)ry p 5.CompuTrue has no control over and assumes no responsibility or the 8.Design assumes 591 bearing at al supports shown.Shim or wedge if EXPIRES:. 1 2/3 N/2016. cowry. tebrketbn,handling,shipment and installation of components. 7.Design assumes edequate drainage is prodded. November 30,2015 8.This design I.A misixd subject to the limitations set forth by B.Pates shall be beefed on both faces of time,and placed s lMb center TPW4TCA In SCSI,copies*kind)e91 be furnished upon request. g,Ines oiincide with joint plat erllines. DigitMiTek USA,Inc./CotnpuTrus Software 7.6.7)1L)-E 10,For basic connector plate design values en ESR-1311,ESR-7988(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 #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=�-92) 50 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 0051. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PUP 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/ 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. '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 = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11l MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.195" f1 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, - Truss designed for wind loads in the plane of the truss only. 0 I 0 INO of 1 2 1111.--- 111111.-- 11. -/ M-3x4 y l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ' IN . ,gip ` 89782PE JOB NAME : 3413-B POLYGON NW - AJ1 ,F Scale: 0.6771 , Algal WARNINGS: GENERAL NOTES, unless otherwise noted Truss: AJ 1 1.Builder and erection contredor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 17 OREGON ^f and Wamings before constnrctbn commence., building component Applicability of design parameters and pope, 9 "r 2.244 compression web bracing must be Inelelbd where shown incorporation of component Is me responsibility of the building designer. ,,,,It. �4 A �. [ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap and bottom Hartle to M laterally braced at • Is the responsibility a1tM"redo,.AddBbnal permanent bracing of 2 o c and et 10'o e retroactively unless braced throughout their length by �w "4 DATE: 11/30/2015 the overall structure is the responsibility of the bonding designer. continuous sheathing en sueh as acng re uir a where s non tlryweA(BC). `F J"'s,a c1� 4.No load should be applied to any component nt 3.4.In impact bridging or lateral bracing requlree whet.shown t e PA UL ` SEQ.: K1561177 fastenereare am eteendatnotkneeshontuntlbadegre bracing 5.Dedgnenofbos is thereatonsibiliyobenespectivecontractor. d any gree Design aseumee masses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied roany component. and are for"dry condition.ofuse. N Compulrue has no control over end assumes no responsibility for the 6.Deasign�aswmea Mi bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016/ 0 febriatlon,handling,ehipment and Installation of components. 7.Design assumes adequate drainage h provided. 6.This design Is hanlehed eub)ect to the limitation set forth by 8.Plates shal be located on both faces of trues,and placed so their anter November 30,2015 TPIAVICA in 8151.copies of which will be furnished upon request. line coincide with Joint anter lines Digits Indicate she of plate in Inches. MTek USA,)nc./CompuTrus Software 7.6.6(1L)-E d 70.For basic connector pate design values see ESR•1311,ESR•1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 i BC: 2x4 KDDF 41ABTR SPACED 24.0" 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -50/ 346V -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), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N th O m NM O M-3x4 l l l 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I \�,w0 P R Otress c: NGl fih9 f e�9 444 89782PE C JOB NAME : 3413-B POLYGON NW - AJ2 ,. Scale: 0.6146 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.° -J 1.Builder and erection contractor should be advised of all General Notes 1.This design Is baeed only upon the parameters•town and is for an individual /� -j4.OREGON �� Truss: AJ2 and wamkrge bekre oonwrucuon commence. building component.Applicability of design parameters and proper .7 -V6/ +l'�,`: 2.Dia compression web bredng mea be Installed where mown'. kcorporatkn of component la the responsibility of the building asaoner. -v 4/iY: 1 y V• 3.Adtlnknal temporary bracing to insure stabilInstalle during shown construction 2.Design assumes the top and sty an charts to be laterally braced et Is the ro siNlly of the erecter.Adtllloml pennenaM bracing of Dec.. and at 10 o.c.respectively unless braced throughout their length by [y ' I Won continuous sheathing such as plywood ng(TC)endror dryrnl(BC). (""1 { [`� DATE: 11/30/2015 the overal shudure is the responsibility of the building designer. S Di Impact bddging or lateral bracing required where shown•• L. SEQ.: Ki5 6117 8 4.No bed should be applied to any component ural alter all bracing end 4.Installation Gimes Is the responelbitty of the respective contractor. fasteners are complete and at no the should any keds greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS ID: LINK design keds be applied to any component. and arefor dry conditionof use. 5.CompuTnn Ms no control over and assumes no responsibility for the a Osog assumes Nil bearing al an supports shown Shim or wedge if EXPIRES: 12/31/2016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design b furnished subject to the limitations set forth by 8.Plates shall be locatedcatEd on both faces of hum and placed so thele center TPINyfCA R BCSI,copes of which will be furnished upon request. Ems colndde Win Joint center lines. 9.Digits Indicate alae of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6,6(1L)-E 10.For basic connector pats design values see ESR-1311,ESR-18881(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x9 KDDF #14BTR IBC 2012 MAX MEMBER FORCES F/Cg=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4-)S 2-9=(0) 0 BC: 2x4 KDDF #lb BTR SPACED 29.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 902V -22/ 10818 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POP 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 10PSF 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/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'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 IP' 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 190 mph, h=20.7ft, 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. 0 M M I 4 c JIIIPAN 0 1 9 -. O M-3x4 l ,1 l 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,9,3 I 0 PR Qp NGINE 799 /0 44, 89782PE 1' JOB NAME : 3413-B POLYGON NW - AJ3 ' , Scale: 0.5762 -:..I ' WARNINGS: GENERAL NOTES, urdess otherwise noted. 'A -_ Truss: AJ3 1.Balder and erection contractor should be advleed of all General Notes I.This design is based only upon the parameters shown and is loran Individual OREGON 's and Warninge before construction commences building component Applkabli ty of design parameters and proper OREGON 4r7 V l V t'� 2.zea compression web bracing mad be inhaled where shown.. Incorporation of component Is me responsibility of building due liner. ' ►� q Y �" it 3.Addeonal temporary bracing to Insure stability during construction 2 Design aesumee the top and bottom chorda to be Nterely braced et la the reswnlbility of the erector.Addhlonal permanent bradng o! T o.c and at id o a respectively unless braced throughout than bipth by DATE: 11/30/2015 the overall structure is the re continuous sheathing such l b plywoodre uired where s and/or 0 tlryw'lA(BC). �''A U. L. responsibility of the building designer. 3,I st Impact bridging or lateral bracing required where shown•4 SEQ.: K 15 6117 9 4.Na load should be applied la any component until after el bradip and 4.Installation of truss is the reeponaibilty of the respective contractor. redone's are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design and arefor•drycondition'ofuse. TRANS ID: LINK 5.CompuTrue has no control over and'lemmas no responsibility br the B.De�eee saunt full bearing al all supports shown.Shim or wedge If 12/31/2016 2 r /20 rabnutlon,handling.shipment and Inetallatbn of components. 7.Desigry' EXPIRES: '1 C/•''/L V'� 8.This deeds is furnished subject to the limitations set forth by 8.Pla eanahal Na loin..onassumes adeqe both facesdrainageis trueia,and placed so their center November 30,2015 TPI W1CA In SCSI,copies of which will be furnished upon request. lines coincide wMh joint center lines MRek USA,Inc./CompuTfus Softmsre 7.6,6(1L}E 9.Digits indicate sire or plate in Inches. 79.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-116) 93 BC: 2x4 KDDF #1fiBTR 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 1310 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" -5B/ 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. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 r 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, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o o in the plane of the truss only. o I r1 0 I II 1 �� 5�A o M-3x4 1 1 1 1 1-00 6-00 1-05-15 P 'PROVIDE FULL BEARI NG;Jts:2,5,3,9 I �` .��GIN ei,7.1'1 Gj� /0 89782PEE V yr•" JOB NAME : 3413-B POLYGON NW - AJ4 • Scale: 0.5437 V 'F / J WARNINGS: GENERAL lin Is b unlau on the mete: "9;y�,OREGON �'!". t Builder and erection contractor anodtl be advised of al General Notes I.This design la hued only upon the parameters Moven and b for en individual Truss: AJ4 and Warnings batons conehudfon commences. building component Applicability of design parameters and proper L7. 2.2r4 comprossbn web bndnp must be Installed where shown+. incorporation of component la the responsibility of the building designer. -'g! q Y �j 3.AddMb^st temporary bracing Is Insure stability during construction 2 Design assumes the top end bottom chords to be laterally baud at Y Is iha responsibility of the erector.Addllonal permanent bracing f 2'o,e.end at f O h.c.respectively as plywood unless braced throughout their length by 9 p U t m\ g o continuous sheathing such as plywood sheething(TC)end/or drywah(BC). `, DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2i loped bridging or Aterst bracing required where shown++ 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the reepedNe contractor. SEQ.: K 15 6118 0 (listeners are complete and at no time should any loads greater than 5.Design assumes trusses en to be used in a non-corrosive environment, dost bads be applied to anycomponent. and are for"dry condition"of use. TRANS I D: LINK 5.Campurra has n o control ovrraand assumes no responsibility forme 6.Design assumes rug bearing st al supports shown.slim or wedge it EXPIRES:. 12/31/2016 uasssry. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.-nee design N furnished subject to the limitations cat forth b/ e.Plates shall be'crated on both feces of truss,and placed so their center TPIMy1CA in SCSI,copies of which coil be banished upon request. Ines coincide with Joint center line. 9.Digits indicate size of plats In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector piste design value+ue E5R-1317,ESR-1853(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" TC: 2x4 KDDF #1&BTR; 3-10-) IBC 2012 MAX MEMBER FORCES 9 /Cg=1,00 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5209 3-10=( -61) 965 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-5997) 1190 10-11=(-1319) 6874 10- 9=( -231) 1493 3- 4=1-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 WEBS: 2x4 KDDF STAND LOADING 9- 5=1-5410) 1106 12-13=(-1098) 5996 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=( -379) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. HON. 6- 7=1-3907) 761 12- 6-) 0) 130 TOTAL LOAD = 92,0 PSF 7- 8=(-9912) 831 6-13=(-2514) 548 8- 9=1-4945) 845 7-13=( -259) 1540 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 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 HONE 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" 5.90 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1940.0 LBS @ 12'- 9.0" 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 INC 2012 NOT BEING MET. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- 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 = 0,168" @ 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-zesisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11 11-06-10 7-11-11 load duration factor=1.6, f ,r Truss designed for wind loads 4-00-12 3-10-15 4-02-09 2-11-12 in the plane of the truss only. ,� ,� 4-04-05 3-10-15 4-00-12 12 +598# T T T T T 6.00 p M-5x12 M-4x10 12 M-3x6 M-4x10 Q6.00 4 5 6 1 T2M M-1.5x3 M-1,5x3 n O M 1o IeinwIl 10 11 12 13 o M-4x10 M-3x10 0.25" M-4x10 M-3x10 **y ,, o M18HS-7x14(S) M-1.5x3 y y *1440# �y, ry e* 7-04-12 5-01 2-08-04 9-11-04 y 7-04-12 y . (,[' � �ry� 0 1-00 27-06 :9782PE rr'' JOB NAME : 3413-B POLYGON NW - B1 �, /�%✓ Scale: 0.2294 WARNINGS. GENERAL NOTES, unless otherwise noted r Truss: B1 7.BatdaraMerodlonconradorehoubbea obadeteaBeneralNote. mi.design lsbased ontyupon the perameteraMownand lafor anlndlvltlwl v, .OREGQ1't �N and Warnings before construction commences. building component.Applicability of design parameters and proper �. 2.2s4 compression web bracing must be installed where shown 4. Incorporation of component Is the responsibility of the building designer. 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at '0Ai�C'f .{(J � Is the responsibility of me erector.Additional permanent bracing of 2o.c and at 10'oe.rcad,,.sty unless braced throughout their length by NI y+ f 1 DATE: 11/30/2015 the overall structure is me responsibility of the building designer. continuous sheathinginlatelateral b aplywooddeg re uir a where s and/or a tlrywaA(BC). 1 �� SEQ.: K1561182 4.No load should be applied to any component4.InlimpactbridgingI.thpradngty ofNe whoreehe co.a any alter ell brodng entl 4.De&gatbn of irvca Is the reywrne use Me respective contractor. fasteners aro complete and et no time should any loads greater than 5.Design assumes trusses are to be wed In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and an for"dry conditionof use. 5.CompuTrue has no control over and assumes no responsibility for the 8.Deatea awmes fill beadng al all supports ahovm.Shim er wedge If EXPIRES: febrkalbn,handlby,ahlPmenl.rad kutallallon of components. 7,Design assumes adequate drainage Is provided. 12/31/2016 8.This desgn is furnished subject to the limitations sat forth by 5.Plate.shall be located en both faces of truss,and placed so their canter November 30,2015 TPbW1 CA In 8051,copies of which MA be Nmished upon request, lines coincide with joint center lines MiTek USA lnoilompalruo Software 7.6.6(114-E9.Digits indicate aka of plate in inches. 79.For bass connector plate design values see ESR-1311,ESR-7988(WM) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TC: 2x4 KDDF #1SBTR 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 #16BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -114) 568 WEBS: 2x4 KDDF STAND LOADING 6-4=( -506) 2308 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" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIF 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -""r- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Join together 2 ply with 3"x.131 DIA GUNMAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" \/1/ y" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HO RIZ. LL DEFL = -0.003" @ 7'- 10.3" /yVy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HO RI Z. TL DEFL = 0.005" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. 1 6-02-11 -09-OS +* For hanger specs. - ye approved plans T f Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. f '1 'f f Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 i7. load duration factor=l.6, M-4x6 Truss designed for wind loads M-3x$ in the plane of the truss only. 4 -/ 110 1 M-3x6 @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. AggillTir MillC �� 'll `7I -r 1�7 m 5 - fi3 o M-3x4 M-3x4 M-7x8 M-3x8 y *1210# +637# , +2330# y 3-00 2-09-12 2-02-04 8-00 Ro PR oFe ..c, 8.782PE yr JOB NAME : 3413-B POLYGON NW - BGIRDScale: 0.4649 �! " tO WARNINGS: GENERAL NOTES, unless otherwise noted 1.Buller and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for an Indloldus) lJs. '7 OREGON '�Q Truss: BGIRD and Warnings beroroconewctioncommences. bWlmngcomponeM,Applkablliryofdeapnparameters and MMMPar +l„Q (,q�Y ) z.zxe compression web wadng mut b.installed where shown Incorporation of component is the responsibility of the bukding designer. _`!, 3.Addlldnal temporary bracing to Insure lability during construction 2.Design assumes Ms tap and bottom chords to los Sanely braced etby fyryi`V Is the responsibility of Me erector.Additional permanent bredng of continuous sheathingrsuch as eplyvoo sheathingly unite braced(TC)ardor drywal ughout thek BC). P-" s 8 v DATE: 11/30/2015 the overall structure Is the reaponsiblity of the balding designer. 3.2K Impact bridging or lateral bracing requked vier.shown c c S E K 15 3 4.No bad should be applied to any component untl ager al W bredng and 4.Intalatlon of as Is the reepondbilN of the respective contractor. Q• 6118 fasteners are complete and at no time should any loads greater man B.Design assumes trusses are to be used Ina non-corrosive environment, anddesign bads be appbd to any oomponet. Des aro for"dry full bearing of use. TRANS ID: LINK B.Design assumes dlwadna.t.laepPeH shown.Shim arwedge It EXPIRES: 12/31/2016 5.GompuTrus has no control over and assumes re responsibility for the neuesary. Lbtlatier,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design a furnished subject to the limitations set forth by B.Pates shall be located on both faces of trues,and placed so their center TPWVTCA In BESt,copes of obit nil be furnished upon request. lees coincide withjoint H.Dies indicts sieocenter l ees in inches. MITek USA)naiCompuTrus Software 7.6.6(1L(-E 1g.For basic connector plate design values we ESR-1311,ESR-1911a(Mint) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24,0" O.C. 1-2=(-22) 50 2-4=(0) 0 2-3=(-37) 25 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 HORZBRG 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) 12 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) LL = 25 PSI' Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 I 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 '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 = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.4ft, TCOL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, r1 Truss designed for wind loads 2 ' in the plane of the truss only. f o M rl o m I o o o f al1 M-3x4 y y y �t O PROMFS 1-00 1-00 'PROVIDE FULL BEARING;Jts:2,4,4 I �•GIN �119 i f, Nl4?1 1�YY 8.782PE JOB NAME : 3413-B POLYGON NW - BJ /f ,,S/y\�\.r/�� Scale: 1.1073 7 .'p/r `• WARNINGS: GENERAL NOTES, =Meat olMrwlse noted. �� 4) -^� Truss: BJ 1.Builder analeredbncontractor should beadvised oralGeneral Notes 1.This designIsbased only upon the parameters shown and Isfor enIndividual 11 OREGON N. and Warnings before construction commences, building component.Appllcablley or design parameters and proper ,(�a �y.,. 2 Seo compression wwb brodng mud be Installed where shown 4, Incorporation of component Is the responsibility or the building dedgner. F �/ O 3.Additional temporary bracing to Insure stability during construction 2 Design aawmea the top and bottom chords to M laterally braced et . f'.y`r: (+u'� 1. ¢ is the responsibility of the erector.Additional permanent bracing of 2 o c.and at eeIC/o c.respectivelysasespunless braced(TC)srthroughout their length by f,,_ al 1 -+ DATE: 11/30/2015 IM overall structure Is the responsibility of the building designer. continuous sheathing such ea plywood cited hone)endmrdryweg(BC). i 4UI. S EQ.: K 15 6118 4 4.No bad Mould be applied to any component until alter ail bradng and 4,Installationolhuss Is the rresponsibilty of Me a pective contractor, radeners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-anuove environment TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end aawmea no reeponeibllty for the a,Design assumes full bearing at an supports shown.Shim or wedge g febrleatbn,handling,shipment end InalalleMn of components. ry' .1EXPIRES:. 12/31/2016 1 fI] JA/'{ Ci 6.ml.design is furnished rutted to the limitations est forth by 8.Pedgnaawmeall be loce donbothlfee to rusan November 30,2015 G7!W7 !'GV V TP W1TCA in BCS',copies of MAO will be furnished upon request. B Ines coes sihncMs wttholM centerhllneoe of truss,and placed so their center MITek USA,Inc./CompuTms Software 7.6.7(1L)-E 5.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-t 988(MITek) 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: 2x4 KDDF 016BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=1-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 2x4 KDDF 0168112 T2 3- 4=1 -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WE: 2x4 KDDF STANDR LOADING WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 9-17=( -622) 82 2x9 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 416BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=1 -7224) 2018 20-21=1-2166) 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. DON. 8-10=1 -7568) 2160 22-13=1-1540) 5898 18-19=1 0) 142 BC LATERAL SUPPORT <= 12.0C. UON. TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" L 0-11=1 0)8) 0 19-20=(-2058) 7942 1702 19- 8=( -388) 1234 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 111-12=( -6882) 1862 20- 8=1 -724) 422 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=1-1138) 250 NOTE: 2T4 BRACING AT E4SOC TOS. FOR 21-10=( -146) 942 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. 13-19=( 0) 50 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR DS PSC LIOE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX TIOZ SIG REQUIRED SPE AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 950 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 Jnails staggered at: � 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 1 row(s) throughout 2x4 bottom. chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. 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" ' 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" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed= 0.133" 2-09 ' '2-09-12' 0-0,(565 2-OB-08'( 'f -02' ' 4-05-08 MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" T T 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" 6 10 -M-4x4+ T 1157.30# $597,308 12M-3X8 12 Design conforms to main windforce-resisting 6.00 Q 6.00 system and components and cladding criteria. M-3x6 M-5x6+ M-5x6+ 6.��`M-3x6 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x10M-5X6 Truss designed for wind loads M18HS-5x16 S 1 1 in the plane of the truss only. M-3x4 .��Ilr q ` M-1.5x3 2 M-2.5x9 or equal at non-structural diagonal inlets. M-3x8 f,.m M-4x10 3=� -.. _ `�; 2 o ^, o �I x`15 16 17 19 - 4I 1 M-3x4 M-3x8 0 18 20 7"1 22 _-\ o II o M-1.5x3 M-3x10 0.25 M-3x8 M-3x8 0 0 M-7x10 d 3.75 M-5x8(S) t FlOp�� ylz 1 l 1 y l i y l `c. - t,\GINEE` s/ J, l 05-0812-09-122-11-08 5-02 J. 4-11-08 3-07-10 3-09-06 8-02-12 J. 1 ytS T 21. 17 y 0-05-08 10-09-08 20-09 y 0J.0 ® /0 P E r- 1-00 34-00 1-00 , JOB NAME: 3413-B POLYGON NW - Cl Nil Scale: 0.1478 f✓ ,0� dg WARNINGS: GENERAL NOTES, unteas otherwise noted t.Bulkier and erection contractor shoot be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual " y -EG©N '� '47/5).1.:4['�`� A b Truss: Cl and Warnings before oondruchon commence", building component.Applicability or design parameters end proper 'l I 2.2x4 compression web bracing mud be installed where Moven+. Incorporation of component Ie the responsibility of the building designer. S.AddElonal temporary bracing to insure debility during construction 2 Design assumes the top and bottom Moms to be NtereNy braces./ pA U L 1Q Neuf responsibility 1 the credos.Additional permanent bracing of 2 o.c,and at 10'o.c.reapedNely unless braced throughout their Nrptn by uty o "g continuous sheathing such as plywood aheathmg(TC)and/or drymme(ec). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown e a S E K 15 6118 6 4.No load should be applied to any component until after all bredng end 4.Installation talati nn dhow lathe r`ponad"bi a.e reo�othe contractor. nte ctor.nent. Q•: rodenersare complete and atnotime Shodaany badsgreater than and arefar•dry truss.n•ofuse. EXPIRES: 12/31/2010. TRANS ID• LINK design loads e.neckdtothy dorendcomponent. 8,Design assumes full bearing at el supports shown.Shim or amigo if November 30,2015 5.compurns has no control ever and assumes no responsibility for the neceswry. fabrication,handling.shipment and installation of components. 7.Design assume.adequate drainage is provided. 8.This design Is furnished subject to the limitations set fonh by 8.Plates shall be located on both feces of truss,end placed so their center TP WVICA In SCSI.copies of which wig be furnished upon request. line°ceindde with Mint center lines. 9,Digits Indicate size of plate m Inches. MiTek USA,Inc./CompuTrus Software 7.6.6014-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MITek) ThisPACIFIC design prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 WEBS: 2x4 KDDF STAND 2- 3=(-2510) 513 10-11=(-254) 1794 10- 9=( -15) 446 LOADING 3- 4=(-2275) 488 11-12=(-272) 1794 9-11=(-692) 235 TC LATERAL SUPPORT <= 12"OC. DON. 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 11- 6=(-692) 235 TOTAL LOAD = 42.0 PSF 6- 9=(-2270) 488 6-12=( -15) 446 OVERHANGS: 12.0" 12.0" 7- 8=(-2510) 513 12- 7=(-253) 175 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 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 = -0.114" @ 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 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 f Design conforms to main windforce-resisting 6-00-05 ` system and components and cladding criteria. 12 f I 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-9X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=l.6, 4.0" ,f,/ Truss designed for wind loads in the plane of the truss only. M-5x6(S) ` M-5x6(I) 0.25" �o.zs' M-1^5x3 3 M-1.5x3 M 0 I .f- to o SO -. � a. o M-9x9 M-3x4 0.2s" 12 M-3x4 rhe-9x9 .e cs M-5x8(5) o 8-09-04 8-02-12 y FR.Q�c ‹,'C s.. 1-00 8-02-12 8-09-04 l y 67. T, 1N �c- ',:✓dep 0 34-00 1-00 89782PE pr` JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 ' WARNINGS: •. Cr,• Mt GENERAL NOTES, unless otherwise noted 'M1 Truss: C2 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for an individual "7 OREGrvirvi 'J and maiming.beton conatnlclbn commences, bolding component.ApplkaWpy of design perimeters and proper 7 Vfl 4d4J'V 2.2r4 compression web bracing must be inNalled where shown o, incorporation of component is the responsibility of the building dastgner. 3.Additional temporary bracing to insure debility during construction 2 Design assumes the top end bottom chorda to bo lataghe bawd at "'� q[^s r DATE: 11/30/2015 is the responsibility of the erector.Additional permanent bracing of T ir a.c.and et IT o.c.respectively unless braced throughout their length by e1 J the Quant endure Is the responsibility of the bottling designer. continuous sheathing such as plywood sheathing(TC)end/or nrywaRBC), �l SEQ. : K1561187 4.Na bad mould be applied b4.In hawk bridging lor abbrelpndngity of he whpreshe contractor. fasteners *�/1 r+l 1 any component until Beer al bracing end 4.Installation of lass is the responsibilitybeUs.of the respective contndor. A U L fasteners are complete and at no time should any bads greeter then 5.Deter assumes endow,Mow...to be used In a nontorroalva envinnmanl, TRANS ID: LINK design beds be applied to any component, end are for"dry condition.of use. 5.Compulno hes no control over and"score no reaponelbllky ler the 8 De�yNessumes full bearing at ell support"shown.Shim or wedge If fabrication,handling,shipment and Inetallatbn of components. ry' EXPIRES. ©(17 CCi.' i � �y5/}.{�y 8.This design Is furnished wiled to the ambitions set forth by T.Design assumes adequate bothall be located on towe tie k provided. EX it ES l L V 16 TPIMTCA In SCSI,copies ofwhkh will be furnished upon raqued. 8.line coincide with joint center lines. of buss,and placed so their center November 30,2015 MTek USA,Inc./CompuTrua SetTwg,e 7.6.6(1 L}E 9.Digits Indicate cke of plate In inches. 10.For basic connector plate design values we ESR-7371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC 4 TRUSS SPAN 34':iii0151);14: 130" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 50 2-11=(-779) 4293 11- 3=( -202) 1398 7-16=( 0) 406 TC: 2x9 KDDF 9l&BTR LOAD DURATION INCREASPACED24.0•' 2- 3=(-9872) 91711-12=(-677) 36913-12=(-1297) 32216- 8=(-206)BC: 2x4ROOFg168TR3- 9=(-2797) 54012=13=(-373) 244912- 4=( 0) 371WEBS: 2x4KDDFSTANDLOADING9- 5=(-2106) 99114-15=( -8) 599-13=( -759) 176LL( 25.07+OL( 7.0) ON TOP .0PSF5- 6=(-2076) 58115-16=(-294) 18725-13=( -295) 203TC LATERALSUPPORT <= 12"OC. DON. 6- 7=(-1621) 43216- 9=(-390) 212719-13=( 0) 29BC LATERALSUPPORT <= 12"OC. UON. DLONBOTTOM .0PSF7- 8=(_2278) 48613-15=( -199) 1319TOTAL .0PSF 13- 6=( -301) 10738- 9=(-2501) 506OVERHANGS: 12.0" 12.0" 9-10=( 0) 5015- 6=( =57) 916LL = 25PSFGround 15- 7=( =690) 238BOTTOMCHORD CHECKEDFORAEDSTORAGELIVELOADAT LOCATION(S) SPBC2012. BEARINGAVERTMHORZBRGREQUIREDBRGAREATHEBOTTOMCHORDDEADLOADM OF 10 P. LOCATIONS REACTIONS REACTIONS SIZE SQ.IH. (SPECIES) 0'- 0.0" -235/ 1542V =188/ 1888 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) POND. 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 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" 17_00 ,r MAX HORIZ. TL DEFL= 0.179" @ 33'- 6.5" 2-09 5-03 5-09-12 3-05-08 6-06 9-07-07 6-00-05 12 Design conforms to main windforce-resisting 12 IIM-6x6 - 6.00 system and components and cladding criteria. 6.00 6.0„ Wind: 140 mph, h=23.4ft, TCDL=9.2,8C DL=6.0, ASCE 7-10, 6 .t (All Heights), Enclosed, Cat.2, MWFRS(Dir), load duration factor=l.6, +� Truss designed for wind loads M-SX6(S) in the plane of the truss only. M-1.5x3 5 M-5x6(S) 0.25" 0.25" yft 9 M-1.5x3 ret 8 M-3x6 3 M-3x8 .= m _ o ,....AA -� �:: 4n 0 13 -\ 19 15 16 I o M-5x8 M-3x9 .i M-5x8 M-4x8 0.25" -M-4x4 I M-5x6(5) 3.7s M-1.5x3 12), l l l 1 y `O Ore, ,/, 2-05-08y 5-03 5-08-09 y 3-07-09 8-02-12 6-09-09 1 00 co,-, �'AA0IN E o 1-00-05-08 10-09-08 20-09 (1 O 39-00 y Cr/ 89782PE �r • JOB NAME : 3413-B POLYGON NW - C2-C • Scale: 0.1602 r ,f' WARNINGS: GENERAL NOTES, unhasothemlss noted 7A.GI pREGC N rt." ilia. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual V �` Truss: C2-C erd warning.beton construclbn commences. building component.Applleahihy of design parameters and proper '*�, "SO, Y 1) 2.2s4 compression web bracing must be Installed where shown+. Incorporation essu of component Is the rem chords of the builally ingbra designer. 2 Design..comes the top end bottom choNs ro M laterally braced at ` 3.Additional temporary bracing to Insure stability during construction 7 o.c.and at 10 o.c.respectively udesa braced throughout Mair length by ,� A Ql Is the responsibility of IM erector.Additional permanent bracing of continuous sheathing such as plywood eheathing)TC)and/or drywali(BC). /""A U ♦- DATE: 11/30/2015 the overall structure lathe responslbuly of the building dWgner. 3.Dr impact bridging or lateral bracing required where shown++ 4.No b ad should be epplled to any component until after all bracing end 4.Installation of truss la the responsibility of the rsspsdNe contractor. SEQ.: K 15 6118 9 fasteners are complete and at no time should any Pada greater man 5.Design assumes trueees are to be used In a nencoriosive environment. design beds be espied to any component. and are for"drycondition"of use. TRANS ID: LINK B Ncdenassumes MIbearigalmwpponaenown.Shim orwedge If EXPIRES: 1`2/31/201 5.compuTres hes no control over and assumes no responsibility kr me nets 6 fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage la provided. November 30,2015 8.This design is furnished subject be the limitations set forth by 8.Plates shag be located on both faces of tens,end placed so their center TPUWICA In SCSI,copies of which wash ba furnished upon request. fines coincide with join center IIM, B.Digits Indbate size of plate in Inches. MITek USA,Inc.ICompuTrus Software 7.6.6(11)-E 10.For basic connector stele design values see ESR-1311.ESR-1888(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: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2159 10- 3=( 0) 289 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 3- 9=(-1994) 494 11-12=(-263) 1708 11- 9=( -98) 592 LOADING 4- 5=(-1644) 990 12-13=(-420) 2151 11- 5=(-179) 99 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4-DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1694) 990 13- 8=(-418) 2159 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1994) 994 6-12=) -98) 542 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 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) IT 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" 8 17'- 0.0" Allowed = 1.659" 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 ffsystem and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05=09 7-03-04 f ,r f ,r ,y Wind: 190 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=1.6, f f f f Truss designed for wind loads 12 M-4x6 M-9x6 12 in the plane of the truss only. 6.00 p 4 M-3x9 S Q 6.00 M-3x9 M-3x4 3 di M o fn 1 NM Mil 10 1113 0.25" 0.25' M-1.5x3 12 M-4x4 M-1.5x3 :=14-4x4 a\ oh o M-5x6(S) M-S y y(S) y y (,....c0� PRO,t-s... ) 7-01-08 y 6-05-09 6-10-08 6-05-04 7-01-08 ,1* • . NGIN EER �> ; l 1-00 34-00Aci- 1-00 :9782PE fir"` JOB NAME : 3413-B POLYGON NW - C3 - Scale: 0.1852 ,y . WARNINGS: GENERAL NOTES, unless otherwise noted' Truss: C 3 1.Builder end erection oontrador Mould be advleed of all General Notes I.This design C based only upon the parameters shown and C for an Individual of •RE-411:0N. E!5/11�1 and Warnings before construction commences. balding component.Applicability of design paremeters and proper /x- .l l:l V I V h 2.9:4 compression web bracing must be installed where shown�. Incorporation of component is the responsibility of the buHding designer. /'.4PY Ab gy ��" 3.Additional temporary bracing to Mears stability during construction Z.Zoo,Desigassumes the top act bottom unless braced to be laterally braced at C/ VV la the reeponsibiNy claw erector.Additional permanent bracing of 2 o e and at 10'o c respectively unlsee throughout thee length by DATE: 11/30/2015 the overal structure is the reepensibtily of the buildingd. continuous Mashing such as plywood sheathing(TC)and/of dryweN(BC). `'. A� Q\NI signer. 3.2%Impact hedging or th erel bredip required where Mown r a f" `' SEQ.: K 15 611 9 0 4.No load Mould be applied to any component until seer all bracing and 4.Installation of buss is the rosponalbltiry of the respectwe contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be seed In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"oluse. 5.CompuTrua has no control over and assumes no roaponelblltiy for the 6.Design assumes MI bearing at all supports Mown.Salm or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and InNalletlon of components. 7.Design asadequate drainage is provided. d.This design is furnished cabled H the limitations set forth by S,Plates Mall be located en both faces of truss,and placed so their center November 30,2015 TPIMTCA In SCSI,copies of which all be furnished upon request. lines coincide with Hint center lino MiTak USA,Inc./CompUTN6 Software 7.6.6(1L)-Z a Digits Indlute size of plate M Inches. 10.For basic connector plate design veluea see ESR-1311,ESR-i we(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1699) 490 12-13=(-920) 2151 11- 5=(-17 ) 94 TC LATERAL SUPPORT <= 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=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC CON. 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 LOCATIONS) 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 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" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 f Wind: 140 mph, h=22.7ft, TCDL=9.2,BC DL=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), f f '( fload duration factor=l.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 c7. M-4x6 M-3x4 M-4x6 Q 6.00 4 \•*******%*********%*****4 .M-3X4 f M-3x9 3 7 m o o 4 .f- mil iTd - -Ya' 1 JL 1 'M-4x4 M-1.5x3 10.25" 0.25'12 M-1.5x31 -M-4x4 of Fig pf/'��r7� M-5x8(S) M-5x8(5) '( rRVJ'�Cn y y )' y y ,1' GINE 'Sf 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y y 7 p �i9 1-00 34-00 1-00 8'782PE 'S- • JOB NAME : 3413-B POLYGON NW - C4 Scale: 0.1852 Wr WARNINGS: GENERAL NOTES, unless olhendse noted. 174, .�1 10 7.Builder and eredion contractor should be advised of al General Notes 7.This design Is based only upon the parameters Mown and Is for en individual , . 7A,OREGON p" 4 Truss: C4 and Warnings before conatrudlen commences. building component.Applicability of design parameters and proper +,r IY '1 • 2.2.4 comproplon web bradng moat be Metalled where shown v. Incorporation of component is the responsibility of the building designer. '1. A[7,A A j 3.Additional temporary bracing to insure siabllily during consiruction 2.Design assumes the top and bottom choles to be laterally brecatl al al 1 1 NI j/ Is the roy»elbN 1 the erector.Additional permanent bracing of 2'o.c.end el t d o.c.rsuch..sly unless a braced throughout en N ihelr sl)B by t Q, ilY o continuous sheathing such as plywood sheathing(TC)anti/or drywall(BC). �A u{,.., ,`� DATE: 11/30/2015 the overate structure Is the responsibility of the building design, 3.21 impact bridging or lateral bracing required where shown.. SEQ.: El5 61191 4.No lead should be applied to any component until after all bradng and 4.Installation of truss I.the responsibility of the respective contractor. Natenere are complete and at no time should any Nada greeter than 5.Design assumes trusses are to be used ins noncorrosive envkonment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.Compurrus Mee control over end assumes no responsibility Nr the 8.Design assumes full bearing at al supports shown.Shim er wedge 11 EXP IR Es: 12/31/2016 necefabrication,handling,shipment and Instslltiun of components. spry see pony 7.Designassumes eded on beth faces laprovided. November 30,2015 8.This design N furnished subject N the IlmNetlens set forth by 8.Plates shall be bated on both laces of irves,end plead so their center TPINVECA In BCSI,copies of which will be furnished upon request. lies coincide with join center Ines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ina./CofnpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design volas see ESR-7371,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 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-12=1-611) 2190 3-12=1-174) 159 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 9- 5=( 0) 0 19-10=1-660) 2190 13- 6=( 0) 291 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=1-1973) 679 6-14=(-699) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 8=(-1973) 690 8-19=1 -88) 628 TOTAL LOAD = 92.0 PUP 7- 8=1 0) 0 14- 9=(-173) 153 8- 9=1-2272) 738 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 50 LIMITEDSTORAGE 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 KDDF ( 625) 34'- 0.0" -297/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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 LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.659" 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 2-03-03� 5-00-05 9-02-05 3=01-03 9-07 5-01=08 f Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f f I I I I I load duration factor=l.6,Cat.2, Exp.B, MWFRS(Di r), 10-00 10-00 Truss designed for wind loads f f 7 f f in the plane of the truss only. 12 5 6.00 p M-4x6 M-4x6 12 M-3x8 Q 6.00 6 Ars 1� M-1.5x3 M-1.5x3 3 + ± cl o , ass. t•'1 d / o 12 ® 'f .\1 Yv' o -4x9 M-3x8 0.25" 19 M-3x8 :".M-4x4 0l =M y M-5 xy(3) y y 0.;,t k9„9 PR OPe ), GV 9-06-12 7-05=09 7-05-04 9=06-12 y y ` NGIN E . / 1-00 34-00 1-00 �y('�ry :9782PE �r JOB NAME : 3413-B POLYGON NW - C5 • -iii, Scale: 0.1852 ,107.. WARNINGS: GENERAL NOTES, unless otherwise noted: /'" / ,_ Truss: C 5 1.Builder and erection contractor should be advised of a9 General Notes dwn This design I.based only upon the parameters rho.and Is for an individual $ $REGOIl I fy and Warnings beforecenstruden commences. building component.Applicability of design parameters and proper +��ya`. I V 2 2.2t4 compression web bredng mud be Installed where shown« Incorporation of component is the responsibility of h•building designer. f�� NA Alpy .\3.Additional temporary bracing to Insure stability dudng condruclen 2.Design assumes the top and bottom drone to W latently braced al Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and al l O o.e.respectively s ply maws braced throughout their length by /,w: _4 DATE: 11/30/2015 the overall structure la them responsibility 2a Impactacsheathing or suchasred shed leans own•drywaN(BC). `� /+�� jlV apo ty of the aft g designer. 3.2v bridging or lateral bndrg required where shown.. I"' UL s a SEQ.: K 15 6119 2 4.Na load should be applied to any component until alter a8 bedng end 4.Installation of truss is the responsibility of the reapectbe contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used in.nonhorrodve environment, TRANS ID: LINK design bads be applied to any component. and Cr.for'Wry condition"of use, 12/31/2016 .CompuTrua has no control over and assumes no responsibility for the 6.Dadgn assumes Nil bearing at all supports dawn.Shim or wedge If 5EXPIBES: fabrication.handling,shipment and installation of components. 7.necessary' 6.This design eNmishedsubject tolhelimiationseel forth by 8.Platesnshalt elocateduonte bothlfacesloftuvsss,,endplacedsotheircenter November 30,2015 TP WJFCA in SCSI,copies of which MIN be furnished upon request. Ones coincide with joint center lines. MiTek USA,Inc./CompuTrws Software 7.6.6(1L}E 9.Digits Indicate size of plate In Inches. 10,For basic connector plate design values see ESR-1371,ESR-1988(MiTek) I. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 4=( -83) 628 BC: 2x4 KDDF STANDR 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"OC. 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 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 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. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 13-02-10 10-09-11 (All Heights), Enclosed, cotta, exp.0, MWFRS)Dir), ,I load duration factor=1.6, 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 1' 1' 1' 1 ff f f in the plane of the truss only. 10-00 T 'f 12 M-4x6 M-3x8 6 M-4x6 12 11114%....... 440.... 16.00 Q 6.00 6.00 v 5es r M-1.5x3 M-1.5x3 3 + + n M O 1 ' c Ma 1 ori �\0 714 I M-4x4 M-3x8 10.25" M-3x8 1-.14-4x4 1 M-5x6(S) R,O) PROi y y y y y '<<- ..,,s, •S 9-06-12 7-05-09 7-05-04 9-06-12 .',9 re, � y y9t` 1-00 34-00 1-00 89782PE • • JOB NAME : 3413-B POLYGON NW - C6 • ----� . 41... • Scale: 0.1852 WARNING& GENERAL NOTES, uMsas otherwhanoted' -9,4,�"'� / t.Builder and eredlon contredor should be advised of al General Notes I.This design Is based only upon the parameters shown and b for en individual ,/f r/REGON (*�,, Truss: C6 and Warnings before construction commences. balding component ApplbeWlty or design parameters and proper +!? j �vd 2.2r4 compression web bredng must be Installed where shown v. Incorporation of component Is se rospanstb Is or the budding designer. ✓� Cl/l h`- 3.Addbonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at '1 J^'�Y by N the reeponabil albs eredor.Adtlglonal permanent bredng of T oto.and at 18 o.e.such ea ply anise.brawn throughout they ell(B). AZ Q� 8y a continuous*teething such ea plywood sheathing(TC)annlor drywaA(BC). !" DATE: 11/30/2015 the overall structure Is the respondbllly of the building designer. 3.2,Impact bridging m Nterel bracing required where Mown v s 4.Na bed should be applied to any component until after al bracing end 4.Installation of truss Ie the responsibility of ms respectNe contractor,SEQ.: K 15 6119 3 (totems are complete end at no nee should any loads greater man 5.Design assures trusses ere to be used Ina non-cerresive environment, assign loads be applied to any component. and are for^dry oendion"of use. T RAN S I D: LINK 8.CompuTrus has no control over and assumes no responsibility for the 8.DeeC g�aryewmea frit bearing al all supports shown.shim or wedge if EXPIRES: 12/31/2016. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage la provided. November 30,2015 S.TNs design ie furnished subject to the limitations set forth by B.Plates shag be bested an both faros of Miss.and placed so their center TP W8TCA in SCSI,copies of which will be furnished upon request. lines ss coincide with Joint ocenter a Iliine& g dcd MiTek USA,Ina./CompITnUS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 KDDF #15BTR SPACED 24.0" O.C. WEBS; 2x4 KDDF STAND2- 3=(-8988) 1824 19-15=(-1508) 7862 14- 4=1 -670) 2884 3- 9=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=1 -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=1 -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-3856) 694 9-17=1 -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADD.: 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=1 -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" 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) J,-- ( 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 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) l nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \/�� 9" oc in 1 row(s) throughout 2x4 top chords, /xyx� 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" @@ HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" 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 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1 O1�E0i?-092-11-10 3-06-10 f Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,( ,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T '( '1 1' •( T load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads 12 M-5718 +5984 1' '( in the plane of the truss only. 6.00 p 5 M-3x4 M-3x4 8 M-5x8 12 M-3x5 y 6 7 9T1i5M15x Q 6.05 + 3 ,, '.--\1=5„.„..............„..... \/ rn M o 4. 1 __ 14 15 I6 ,r of s�`q\3a f 1 M-3x10 M-6x8 0.25" 17 le M-3x8` M-3x10 o 0l ry YJ M-3x8 M-7x8(5) M-6x8c Pn� -Cr*319 #y y y I 9 f6-02-12 1-09 9-05-09 9-05-09 1-046=02-12 � 5 esl l y ,I• 1-00 39-00 1-00 qtr ` " 8.782PE "? JOB NAME : 3413-B POLYGON NW - C7 /// ,,•R/y\L\ Scale: 0.1852 •g•/r 1.• . WARNINGS: GENERAL NOTES, unless otherwise noted •/ -^! Truss: C 7 1.Builder and*radian costractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and I.for en indloWual ��OREGON bs and Warnings before consbuctbn commence budding component.Applicability or design parameter,and proper �,�y" OREGON t,7 V I V �y �},. Z.D;a compression web bracing must be installed where shown,. Incorporation of component Is the responsibility or the building designer, 448 4�Y ^S 3,Additional temporary bracing to Insure stability during construction 2, • Design,,coma,the top and bottom Marta to be laterally braced et "5/ Ab 5�^ Ie the responsibidly of Me eredar,Additional permanent bradng or 7 0,.and et is e.c.r.epadNely udees breed throughout their length by DATE: 11/30/2015 the overall structure Is the responeib0ry of IM buNdIng designer. 3.2x invest continuos sheathing such lateral bracing g re uired a whereshown ri. )and/or drywel(BC). v� [� 4.No bad Mould be applied to any component until after aN bradng and 4.Installation ol�ul.5 la 5.reepo b Nty of the ro pectNe contractor. /"•' `` SEQ.: K 15 6119 4 fasteners ere complete and et no time should any bads greater than 5.Design assume trusses are to be used Ina non-cormslve environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"otuse. 5,CompuTrus has no control over and assumes no responsibility for the 8.De Ncog assumes hill bearing at ad supports shorn.Shim or wedge If �dJ �j/'{ Q fabrication,handling,shipmentend Installation ofcompanente. 7.Design assumes adequate drainage is provided. EXPIRES: 12 3.1/20 16. 6.This design isfurnished subject bthe limitations eetforth by 8.Plates shall belocated enboth faces Mime,and placed so their center November 302015 TPIIWTCA In SCSI,codes of wfieh will be furnished upon request. lines coindde with joint center linea M1(Tek USA,Inc./CompuTN6 Software 7.6.7(1L}E 9.Digits Indicate size of plate In Inches, 70,For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF g15BTR SPACED 24.0" O.C. 2-3=(-183) 35 83) 0 5-7=(-68) 219 5-3=( -220) 69 0) 58 WEBS: 2x4 KDDF STAND 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 BAG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ lOBV 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/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 LL DEFL = -0.008" @ 2'- 4.7" Allowed= 0.170" 3-11-11 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 f f MAX HORIZ. LL DEFL =-0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL= 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 9 -/ 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-9x6 �� load duration factor=1.6, �� o Truss designed for wind loads I in the plane of the truss only. 0o 0 C� 9r ro 7 0 o M-3x4 1 m o .i 1 2�� M6-3x4 ' 0 M-3x4 M-3x5 • l l 1 1 2-03-12 3-11-15 1-08-05 1-00 y 2-05-08 y 8-00 5-06-08 y ��0 P � fis [PROVIDE FULL BEARING;Jts:2,4,7 I \ e. C ..{N��NE ,9- I. , 89782PE ��" .._.. -4010 • • JOB NAME: 3413-B POLYGON NW - CJ2 Scale: 0.5501 .,�d� �, '~ GENERAL NOTES, unless Motorise noted 7' OREGON95' WARNINGS:.Wilder /. 4' 444?- 1. �. t.Bultlar and erectldn contractor stroNd be advised of all General Notes 1.This design Is bawd only upon the aerometers strown and is mr an individual 11 Vq n y ,,t 6 Truss: CJ2 end Wemhps before construction commenced. bulldln9 component.Applicability of design parameters end proper �s. 2.244 compression web bracing must be installed where shown�. 2 incorporation.wines component nE bottom he girds to be laof terally booed atner a� ` 3.Adtlmonel temporary bracing to Insure stebgly during construction 2'o.c.end at 70 c.c.reapedwety unless braced throughout their length by �� A U"'" � Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood eheething(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown i. SE Ki5 6119 5 4.No load Mould be applied to any component find eller al bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Des assumes tineas.are to be used Ina neon aanauwe enwkenmenl. EXPIRES: 12/31/2016 and are for"dry condition'.of use. TRANS I D: LINK design loads be applied to any component.5.CompuTnn has no control over and assumes no responsibility for the B.Design assumes aw Me NII bearing at all supports shown.Shim or wedge if November 30,2015 ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drelnege is prodded. 6.ThIs design N furnished subject to the limitations set forth by 6.Plates shell be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which Mil be furnished upon request lines coincide conjoint center lines. 9.Digits indicate sire of plata In inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design velum see ESR-7377,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #11BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x4 KDDF #16BTR 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=(-983) 213 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= 92.0 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" 0.29 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 DOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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'- 9.7" Allowed = 0.270" MAX TL CREEP DEFL= -0.039" @ 2'- 4.7" Allowed = 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed= 0.078" ffMAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" 12 MAX HORIZ. LL DEFL= -0.019" @ 6'- 3.7" 6.00 MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 9 Design conforms to main windforce-resisting (0) system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1,6, M-4x6 I Truss designed for wind loads p in the plane of the truss only. 3 N oft ©t8 m o M-3x4 o of 1 2 ii1:24 M6.3x4 0 M-3x4 M-3x5 l y y J• 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 1• 8-00 5-06-08 ), ��,D PR.D�r s (PROVIDE FULL BEARING;Jts:2,9,7 IC.` . 61N E 9 {: 1V7a1 �,YY ` 9782PE JOB NAME : 3413-B POLYGON NW - CJ3 -"" -.ay Scale: 0.5126 �� / 'ry WARNINGS: GENERAL NOTES, unless°bormse nota d: OREGON"d4. Vim,. Truss: C J3 1.Bolder and erection contractor should be advised of CO General Notes This design Is based only upon the parameters Mown end Is for en Individual , 7 end Warnings before construction commences. balding component.Applkabllly or design parameters and proper �.y ft (. 2.9r4 compression web bracing must be mat.n.a wl,er..nown.. incorporation of component is the responsibility or the building designer. T�('+� �+�Y '� " 3.Additional temporary bracing to Insure stability duringee stniction I Design assumes the top end bottom chard.t°be laterally braced a[ T�' +� Ie the responsibility of the ander.Additional permanent bracing or 2 0<and at 1G o<reach Ce ply unless braced throughout mels length by A U L 1 DATE: 11/30/2015 toe overall structure is the responsibility of the balding designer. 3.Dorlmn ed bridging such ae plywood sheathing(TC)and/or drywdl(BC). SE K1561196 4.No load should be applied to any cornP e e or lb.retpred°gy of wnpealbum++ Q.: portant any after greater bracing end 4.Design of assumes trusses es responsibilitytu of the on-c rr si contractor. hatign b ere complete andel no time should any beds than 6.De.lgn assumes idoses are to be used Ina non-corrosive environment, Vp TRANS ID: LINK aesgnfoadsbeepplaaroany component. and are for"drycondlion•or use. EXPIRES: 12/31/2016 8.CsmpuTnn hes no control over and assumes no responsibility forme 8.Design e Hcoeea scorned fun bearing et an support shown.shim or wedge If /abrlcaron,handling,shipment dna lnsWlatron of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design Is Wished subject to the limitation set forth by 8.Plates shall be located on both has of W..,and placed so their center TPBNTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center line. Mlifek USA,Inc./CompuTrus Software 7.6.6(1L}Z 9.Digits Indicate We of plate In Inches. 10.For basic connector plate design veins see ESR-1311,ESR-1988(WNW Ilk This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR 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)*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" -58/ 481V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 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 = 0.275" @ 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 .,/ 12 Design conforms to main windforce-resisting 6.00 0 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, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 0 I m o c 1 210� i � q.1 M-3x4 1 1 l 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 e<< OCo nQf 'i :9782PE r' JOB NAME : 3413-B POLYGON NW - CJ7 • -''f Scale: 0.5126 . WARNINGS: GENERAL NOTES, chess otherwise noted. 9;y ; ('")N24u �. 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Moven and b for an Individual 7 EGON Truss: CJ7 and Warnings before construction commences. building component.Applicability of design parameters and proper �. , G(-)a 2.Dot compression web bradng must be installed where shown 0. Incorporetlon of component lathe responsibility of the building designer. V 3.Additional temporary bracing to Insure stability durtng construcibn 2 Design assumes me tap and bottom chortle to be laterally braced 81 is me responsibility of the erector.Additions!permanent bradng of T o.c.and ate hino.crespectively ply woods braced end/or ,heir longlh by continuous McMMng such ti plywood sheathing(TC)bracthrou and/or drywapgth b PA U DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.Dt Mud bridging or lateral bradng required where Mown 0 0 SEQ.: K15 6119 7 4.No bad should be applied to any component until after a1 bracing and 4.5.Design asn of sumes.wage raspo bbebuseed i t.�oanpadrroravee contractor. treot nment, fasteners are compete and at no 8me should any loads greater than and are for"dry condition"of use. n TRANS ID: LINK design loads be applied to any component. 8.Design assume.full bearing at al supports shown.Shim or wedge if EXPIRES: 12/21/ 5.CompuTNs has no control over and assumes no responsibility for me new EXPIRES:R 4J 1 fabrication,handling,shipment and Installation of components. 7.Design adequate drainage a provided. November 30,2015 8.This design N furnished sub)sd to the limitationseet forth by 8.Plates shall be routed on both faces of truss,end placed so their center TPIMTCA in SCSI,copies of which wig be furnished upon request. 9.lines orrindde indicate she(aint i plateater boss. MTek USA,Ina./CompuTrue Software 7.6.6(1L)E 10.For basic connector plate design values see ESR-/311,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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 901 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-992) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x4 ROOF STAND; 3-9=(-127) 105 3-8=(-805) 997 2x9 KDDF #ls BTR A LOADING 9-5=( -10) 5 9-8=(-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 POP BC LATERAL SUPPORT G= 12"OC. SON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG 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/ 973V -59/ 1446 5.50" 0.76 KDDF ( 625) 8'- 0.0" -96/ 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 10PSF 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" 2_03_12 0_01_12 MAX LL DEFL = 0.046" @ 2'- 9.7" Allowed = 0.354" $-06-08 MAX TL CREEP DEFL= -0.070" @ 2'- 4.7" Allowed = 0.972" MAX HORIZ. LL DEFL =-0.029" @ 7'- 8,2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 12 4 5 6.00 III Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ~ in the plane of the truss only. 1 co 0 I M-9x6 ^ �D �i o0 rn A rn d, -m, ' M-3x4 o c 1 1 �� o M-7 3x4 0 M-3x4 M-3x5 l l ,1 2-03-12 5-02-12 0-05-08 J• l 1 l 1-00 2-05-08 8-00 5-06-08 .,i$,0) F� 2 `�" 89782PE 1444 �' JOB NAME: 3413-B POLYGON NW - CJ8 Scale: 0,9751 (((++y�� WARNINGS: GENERAL NOTES, unless otherwise noted �.# 4.OREGON��.. E T rll5 S C Jit t.Bolder and erection contractor should be advised of all General Notes This design Is based only upon the parameters Mown and Is for an individual ( YCtJ and Warnings before construction commences. building component.Applicability of design aerometers and proper -4/4y ,y 2.2s4 campresalon Web bndng must be installed Wire shown 0. incorporation or component Is the reaponsibttMy of the building designer. +/g f \� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chorda to be laterally braced,1 is Ms responsibility of the erector.Additional permanent bredrp of 2'o.c.end at 10'c.c.respect ply unless braced throughout their length by A UL DATE: 11/30/2015 the overact structure Is the responsibility of the budding designer. csntlnuoue sheathing such as plywood sheathing(TC)endlor drywall(BC). 1•» 4.No load should be applied to any component until ever all bracing and 4.Inst.dation bridging I5 theeelspw bracing where eve co 0 SEQ. : K1561198a Inanondorros contractor. fasteners are e applied plete end n Iro lime should any berh greater ban s.Design aswmes wase.are to be used In s nontorrostve environment, TRANS ID: LINK eeAgnm.a.bem.nycomponent. end arefor^drycondition.ofuse. EXPIRES: 12/31/2016 8 Decasi ecow assumes full bearing at all supports should.Shim or wedge if 5.CompuTnro Me no control over end assumes no responsibility for the nlebricallon,handling,shipment end Installation or components. 7.Designs ume,sd.q"aledr.mage isprovided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVVWCA In SCSI,mates of wnkh v41 be furnished upon request. linea coincide wtth joint center ones. S.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrua Software 7.6.6(1L)-Z 70.For basic connector plate design values see ESP-1311,ESR-1988(MiTek) INIMIIMIMMIIMIIMk This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 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 P16BTR SPACED 24.0" O.C. 2-3=(0) 61 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 BAG 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" -69/ 286V -7/ 47H 5.50" 0.46 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. !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 = 0.002" @ 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 HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 f 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 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. 3 I '� o M 0 o0 4 �4 -/ 0 M-3x4 ; 1 1 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 `c O P R OFe CeyN NGINE�� cid° :9782PE JOB NAME : 3413-B POLYGON NW - J1 '" 11."'Vt Scale: 0.6001 r r, NW J /WARNINGS: GENERAL NOTES, uMeupotheradcended �A,OREGON��,�4i1.Bonder end eredbn contr.dor should be ativlssd of al General Notes 1.This tleelgn b based only upon me panmeten shown and Is ler en Intllvldwl OFlE41 V `JTruss: J1 andWamingsbeforeconstructioncommences. balding component.Applicability of design parameters ant proper G� !2.244 compression web bradng must be installed where shown+ qlr Incorporotbn ofcomponaM is the rosponstbglty o/the Wlidlnp dastgner. CI'3.Addsional temporary bracing to insure stability during construction2.S s.c.assumes me tap ant Ooftom crorosto be aterelty braced elis me rosponlebll t the arodor.Addllenal m breang of T o.c,end et t0 o.c.respectively unless braced throughout their length by [[++��BY o permene continuous sheathing such es plywood sheethhp(TC)end/or drywall(BC). Pi/ DATE: 11/30/2015 the overall structure is the respondbllty of the building designer. 3.2,Impact bridging or lateral bradng required when shown•• SE K 15 612 0 1 4.No toad should be applied a any component until after al bradng and 4.Installation oltruss Is the responsibility of the rospectNe contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In•non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS I D' LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hal bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation limitations of components. 7.Designssumes adequate drainage is provided. November 30,2015 8.This design a furnished subject to the limitations set forth by 8.Pates shall be located on both feat of truss,and placed so their center TPINV1CA in BCSt,copies of which MI ba furnished upon request. line coincide wMh ON anter lines. S Digits Indicate sae of plate In Inches. Wel(USA,Ino./CompuTrus 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 HC: 2x4 KDDF #Sb BTR SPACED 24.0" O.C. 2-3=(-59) 61 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 BORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 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 PSF 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. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 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 -i (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 N O V o O 1 1118.- 14 M-3x4 1 l l 1-00 'PROVIDE FULL BEARING;Sts:2,3,4 ' 8-00 , ,,w�G�) P R press 0~ N 19 f0 9782PE " " JOB NAME : 3413-B POLYGON NW - J2 • Scale: 0.5751 ? ' WARNINGS: GENERAL NOTES, unless otherwise noted:1 /`/I Truss: J2 Mulder and erection contractor should be advised of all General Notes This design la based only upon the parameters Maven and Is for en mdivaual 1. a7 !I]El 1!^s(�I a� and Wamings before mnelrucnon commence. balding component Applicability of design parameters and proper r/ Fl1.:L7 V A V ry �}. 2 234 comprepbn web bracing coal be installed whore Mown 4. incorporation u of component Is the responsibility of the ally bra designer. ,e �� ` 3.Additional temporary bracing to insure Nobility during construction 2 Design assumes the top and bottom chords to be Merely braced at '5/ .05 Is the responsibility of the erector.Addltbnai permanent bracing of T o c.and at td o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is me responsibility of the building designer. 24 continuous sheathing such b acing re uir a where s and/or tlrywaA(SC). ir PA 4.No bad should ba applied to any component 4.in Impact bridging or lateral bracing required the respe shown l a !"" UL 0 SEQ.: K1561202pW y portent onlylead greatereracingend 4.Designtassion ofestrIstheroatabs used ins ere-corrosico enactor. fasteners de be applied and at c time should any bads than 5.Design assumes trusses aro to be In a non-corrosive environment, TRANS ID: LINK design Baas app led to any componenh and are for-dry condition.'of use. for the 6.Desun assumes lull bearing al al supporta shown.Shim or wedge If S.CompuTrus has no control over and assumes no responsibility fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. EXPIRES: 12/31/201V 6.This design Is tumiahed subjectto the umhagons set forth by 8.Plates shall be located an bath tams of was,and placed so their Inter November 30,2015 TPWWCA in SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MRek USA,Inc./CompuTrua Software 7.6.6(1 L)-E S.Digits indicate alas of plata In inchsa. 10.For bask connector plate design values see ESR•131 f,ESR-1988(MITek) k. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" 0.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 PSF BEARING MAX VERT MAX HORE 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" -49/ 422V -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 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" 5-11-11 f f 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. '� 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 m oo O 1 2 � 0 M-3x4 1 1 l 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 I 8-00 ,i\V) PR VFCC ry.. N.,,�� yGINEr4151 � sr��9 lz` 8.782PE r' JOB NAME : 3413-B POLYGON NW - J3 / a. •._ Scale: 0.5501 WARNINGS: GENERAL NOTES, udess aterwlse noted r/ a y hl7 c f.�,("'J ll i Tom) 1.Bulkier and erection contractor NAM be advised Ora General Notes 1.This design Is based only upon the parameters dawn and Is for an individual 7 OREGON Truss• J3 and Warnings before oanetrucdon commences. building component.Applicability of design parameters and proper �J 11. 2.944 compression web bracing must be Installed where shown n, incorporation of component la the responsibility o/int building designer. .s9 ",•4liy A I ''C 3.Additional temporary bracing to hake stability during construction 2 Design assumes ms top and bottom Groka to bs isleraly brecetl el Is the responsibility of the erector.Additional permanent bracing at 7 ac.end at ee10's.c.reonsces ply unless braced throughout their A glh by j[+*y8 i "� P continuous sheathing such es*wood sheathing(TC)and/or drywall(BC). PA UL i DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.Dv impact bridging or lateral bracing required where Mown 5 5 S E K 15 612 0 3 4.No bed should be applied to any component antl after all bracing and 4.Installedon of truss Is the responsibility of the respectNe nontrodor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In.noncorrosive environment, nt. design bads be applied to any componeend are for"dry condition'of use. p T RAN S I D: LINK s.CompoTrrus has no control over and assumes no responsibility for the B.1,18 awmes NII bearing at ell supports shown.Shim or wedge if EXPIRES. 12/31/201 6 ry fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 S.This design Is furnished subject to the limitations set forth by a.Plates shall he located on both Noes of truss,end placed so their center TPWCTCA In SCSI,copies of which we he Nmlehed upon request. Ines caindae with Joint canter tine. 9.Digits Indicate We of piste In Inches. MRek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic cannector plate design values see ESR-7311,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/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2-3=(-127) 92 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 = 92.0 PSF 0'- 0.0" -58/ 980V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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" MAX HO RI Z. TL DEFL = -0.001" @ 7'- 10.9" f ,r 12 3 -1 6.00 Design conforms to main windforee-resisting 0 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 in the plane of the truss only. 0 so o : 1 2 0 4 11.3"..711 M-3x4 y y 1 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 ' 8-00 AT' pr OpFss eco ' INE '9 4 t" 9782PE JOB NAME : 3413-B POLYGON NW - J4 A► .., Scale: 0.5126 mar WARNINGS, GENERAL NOTES, unless otherwise noted. ,.I +' 'ry Truss: J4 1.Builder and erection oontrador Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and N Mr en individual 17 OREGON I��a,_ and Warnings before construction commences. building component Applicability of design parameters and proper / V R V 2.2a4 compression web bracing must be installed ulnare shown n. Incorporation of component la the responsibility of the building designer, „va �F y 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced en �/ Is the responsibility of the erector.Additional permanent bracing of 2'o c end et ee o s respectively udass braced throughout their length by DATE: 11/30/2015 the overall siruoture is the responsibility of the building designer. continuoussheathingor lateheaacing re uiredwg(e shown.drywePo(BC). ]+y �� >rj 4.Na bed should be applied to any component until after all bracing end 4.nstallationact bol Luse le the lateral tsponsibility onthe where spectie contractor. f"' c a SEQ.: K1561204fadenemare templateand atnotime should an loads ter than 5.Desi Y Brea gra assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design loads beapplied toany component. and are for"dry condhion°or use. 5.CompuTrus has no control over and assumes no responsibility Mr the 6.Design assumes hill bearing at all supports shown.Shim or wedge if X (} fabrication,handling,shipment and InaMilatlon of components. 7.Design ssumes adequate drainage is provided. EXPIRES:I R ES` 1 2.j�31/201 6 6.This design M furnished subject to the limitations set fodh by 8.Plates shall be heated en bath faces of trues,and placed so their center November 30,2015 TPIMTCA In SCSI,copies of which will be furnished upon request. Anes coincide with Joint center lines Weir USA.Inc./CompuTNe Software 7.6.6(1 L}E S.Digits Indicate sbe of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Weld Ilikk This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3-4=`--99j 126 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 RODE ( 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 -1 MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" I �I� Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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. 0Nm0I 0 "000000000000000000000000001110111111111111111112 5 I O M-3x4 y y y ,,,.p P R Opts 1_00 8-00PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-11-11 {{1�t 4t"4.4c :9782PE (ter JOB NAME : 3413-B POLYGON NW - J5 • Scale: 0.4500 WARNINGS: GENERAL NOTES, unless otherwise noted (a" OREGON 1.BuIder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is kr an individual 77- OR EG OI V O Truss: J5 and Wamirps afore construction commences. building component.Applicability of design parameters and proper t3, 2.2i4 compression web bredng must a Installed Mara Move v Incerponan of component Is the r°epondbliy of to oating designer. -�f q Y .�$ 3.AddNoal temporary bracing to insure stability during construction 2 Design assumes the top end boom chords to a laterally Dead at _l Is the responsibility of the°codon.Additional permanent bracing of 2 5.0.and el eP es.respectively unless bread throughout their length by 1 �l continuous sheathing such as plywood sheathing(TC)ander drywaII(BC). PAUL Ck DATE: 11/30/2015 toe overall etucdure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bredng required Mare sown so 4.No bad should be applied to any component until altar al bracing and 4.Installation of buss Is the responsibility of the respedte contractor. SEQ.: K 15 612 0 5 fasteners are complete as at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. design bads be applied to any component. and era tor"dry condition"of e. TRANS ID: LINK 5.CompuTraoano control over and assumes noresponsibiliyfor th B °e�;;�°m�^'�'a'""°"°"wppeM,°w,,.3"'m°'we"°°" EXPIRES: 12/31/2016 Y. 7 fel:dat n,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,20 1 5 8.This design is furnished subject to the limitations set tooth by 8.Plates sal be loaded on both faces of truss,and placed so their anter TPLWfCA b SCSI,copes of which all be furnished upon request. Inas coincide with(shot center in,, 8.Digits indicate sire of plate in etas. MiTek USA,Inc./CompuTrua Software 7.6.6(1L)-E to,For basic connector plate design values see ESR-1311,ESR-1188(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/Cpl=1.00 TC: 2x9 KDDF #1&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=(-191) 128 C LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -90) 38 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 499V -95/ 202H 5.50" 0.71 [DDE ( 625) LI, = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.147" @ 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 -! Design conforms to main windforce-resisting 0 system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (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. a( c o1 res o t Mi O 2 5►_s M-3x4 y y J• y {�Ep PR0r 1-00 8-00 3-11-11 T` (PROVIDE FULL BEARING;Jts:2,5,3,9 I44/ .`+ G1N4-6, �,b T 9782 PE r' JOB NAME : 3413-B POLYGON NW - J6 44, ,,,, Scale: 0.3858 ;/ WARNINGS' GENERAL NOTES, unless othee noted: MN rvNtow 'F Truss: J6 1.Builder and erection contractor ahould be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an mdnWdual OREGON N. and Ur/amines before construction commences. building componentApplicability of design perimeters and proper4. A 2.DM compression web bracing must be installed where Mown*, incorporation of component Is the reapenbbolty of the building designer. .may (/�/ y-8�,1J 3.Adelonsl temporary bracing to bwre stability during construction 2 Design aswmee lits top and bo8om chorda to ba laterapy braced at 'TAN. if b L+ tet b the responsibility of the erector.Additional permanent bracing of continuous o c end at 10 o.c rsue),c plyunteae bread throughout their bnelh by +�+(,n a l f 1 DATE: 1 1/30/2 0 1 5 the overall structure la the reeponstbllty of the building designer. 3.2,mad b bridgingng lateral as plywood sheathing(TC)cogersham 0 tlrywal(SCJ. 'F. /\ �� Q�� 4.No load should be applied to P g g or lateral bracing required wirers shown++ ib `s SEQ.: K 15 612 0 6any component unto after al bradiq and 4.Installation of trues is the responsibility of the reapectNe contractor, fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses ere to be used in a noncorrosive environment. TRANS ID: LINK dadgn loads be applied to any component. end are for"dry condition"of use. 5.DampuTrua has no control over and assumes 10 responsibility forme 8.nneceessa assumes NI bearing at all supports shown.Shim or wades If EXPIRES: 12/31/2016 y. labdupon,hemline,shipment end installation of components. 7.Design assumes adequate drainage Is podded. 6.This design Is furnished subject to the limitation stet forth by 8.Plates shallbe looted on both faces of truss,and placed so their center November 30,2015 TPIMTCA In SCSI,copies of which WI be furnished upon request. Ines coincide with jolts center lines. MiTek USA,Inc./CompuTrua Software 7.6.6(10-E 9.Digits Indicate eine of plate In Inches. 10.For basic connector plate deafen values we ESR-1311,ESR-1988(Wok) 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 IC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 WE: 2x6 KDDF STANTR 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 LOADING 3- 4=(-1572) 413 8- 5=(-317) 1575 4- 8=( 0) 246 WEBS: 2X9 KDDF STAND 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=( 0) 50 BC LATERAL SUPPORT 6= 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 BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2T4 OPACIOR AT E9SOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 4'- 0.0" -231/ 1226V -50/ 52H 5.50" 1.96 KDDF ( 62 ) 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 Design conforms to main windforce-resisting 5-11-11 2-00-10 system and components and cladding criteria. '( 4320# 4320# 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 :ng-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4 8 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M M I d p / 1 7 8 6 6 I o M-3x4 M-3x4 M-1.5x3 M-3x4 0 l l y 1 5-08-08 2-08-12 5-06-12 El r y 1 oo l 14 0o y1=00 1 - GIN C 'S;fpfL C :9782PE �<" JOB NAME : 3413-B POLYGON NW - P1 ," ...4010'Scale: 0.3991 ' WARNINGS: GENERAL NOTES, unless otherwise noted 9 OREGON ©e~� 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters sham and is for an Individual �/. � . Truss• P1 and Warnings before construclbn commences building component.Applkablllly of design parameters and proper V • 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component is Me responsibility of the buldng designer. '� A h lr A ,(y • 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom shoMa to be laterally bowed et R I 1 �SI h the reeponslblllly of the erector.Additional permanent bracing of continuos sheathingsuchepi plywood sheathing(TC)andlo drywsl BCely unless braced throughout thek length). '+ DATE: 11/30/2015 the oversl structure is the reaponslblity of the balding designer. 3.2x Impact bddghg or Meryl bradng required where shown+• �A.�'" ` 4.No load should be applied to any component until all bracing and 4.Installation of truss Is me responsibility of the respective contractor. SEQ.: K 15 612 0 7 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used in a non-corrosive environment, design pads be applied to any component. and are for•dry condition"of use. q i } /�ry/� TRANS ID: LINK 5.compurms has no control over and assumes no responsibility form. B.Design co �eume.dlbaring at.A coppers.shim,Shim or wedge If EXPIRES: 1`2/317:2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design is famished subject to the limitation set forth by B.Plates shall be booted on both faces of truss,and placed so their center TPIMTCA in BCSI,copies of which will be famished upon request. fins coindde with Joint center lines. 9.Digits indicate lithe of plate in inches. MITek USA,Ino./CompuTfuS Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0^ IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 KDDF #ls BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 324 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x4 KDDF STAND 3-4=(-705) 133 LOADING 9-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 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 'COND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g (- ps f) 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 = 0.002" @ 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 12 12 Design conforms to main windforce-resisting 6.00 IIM-9x9 system and components and cladding criteria. Q 6.00 9.0" 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, TEndusys iscaned)fwelodadto wind, 00111i. ''''' in the plane of the truss only. 1.1 rn IT O 6 5 M-3x4 M-1.5x3 M-3x4 a4 1 o y l y 7-00 7-00 y 1-00 y 14-00 y 1-00 y kt PROre 6s... s GINE tt, - :9782PE JOB NAME : 3413-B POLYGON NW - P2 Scale; 0.3991 , WARNINGS' GENERAL NOTES, unless other/dee noted, Truss: P 2 Builder and erection contractor should be ee imtl of all General Notes This design Is based enty upon the parameters shown and b tor en Individual a E x/1K 1 �. and Warnings before construction commences. building component.Applbablley or design parameters and proper ,;y 7.�4'q V I V '+�. 2.2�4 compression web bracing mune be Installed where shown+. Incorporation of component Is me responlbElty of the building designer. F� � X�O ` 3.Additional temperery bracing to insure stability during construction 2 Design assumes the top end bottom chords to las latently breed at is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 70 o.c.rcoot,. plywood unease braced throughout their length by .l DATE: 11/30/2015 the overall atrueturs Is the responsibility of the building designer. continuousIImpact sheathing such required sheathing(TC) tlrywaA(BC). '`' �� (�`V 3.in Impact bndging or lateral brodng where shown t a `' SEQ.: K 15 612 0 8 4,No load should be applied to em component until after all breang and 4.Installation of truss bine respondblllty of the reap..contractor. fasteners are complete and at no time should any loads greater than 5.Deagn assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and.rc for"dry eandeon at usa. 5.CompuTnn has no control over and assumes no responsibility forme 8.Deestcop aswmee M1sl bearing at an supports shown.Shim or wedge if fabrication.handling.shipment and installation of components. ry' EXPIRES: 12/31/2016 8.This align Is furnished subject to the limitations sat forth by 8.Pla.ShaMgn beesaaed on both eN provided. a November 30,2015 8.Plates be located on bom races of truss,and placed so their center TPNNTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. MITek USA,Inc./CompuTrus Software 7.6,7(1L)-E 9.Delta Indicate sbe or plata In Inches. 1D For baste connector plata design values see ESR-1311.ESR-7968(MiTek) 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: 2x9 KDDF Ij16BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-139) 113 3-9=( 0) 50 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 273V -119/ 94H 5.50" 0.49 KDDF ( 625) OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans 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 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" @ 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 HORI Z. LL DEFL = 0.001" @ 6'- 0.5" 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. 111 Wind: 140 mph, h=15ft, TCOL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rn 0 r ot M 5*w Mm g 0 M-1"5x3 M-3x4 l 1 l 0-05-12 6-00-04 l l 1-00 y �t'� PROFFSs 6- 06 co �tJGINc/? ip.9 89782PE r JOB NAME : 3413-B POLYGON NW - P3 •Scale: 0.5233 ..�,7 WARNINGS: GENERAL NOTES, unless otherwise noted: E.04.,ra��R OREGON '�� 1.Builder and erosion contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual $ C/ V�. Truss: P3 and Warning,before construction commences balding component.Applicability of design parameters and proper LYs • 2,244 compression web bracing mush be Installed where shown*. incorporationDesign assn or component la the responsibility of the budding designer. "� q F Y 16) 4 3.Additional temporary bracing to Inure Oddity during construction 2 Design assumes IM top and bosom es,chobe to be laterally braced et aa Is the responsibility of the arodor.Additional permanent tend f 7 one.and at 10•e.e.respecdvely unless braced throughout their length by //++yk t Q. mss. qy ng o contmuoue shsathwp each as pNvrood ehsaming(TC)end/or tlrywaN(BCj. /"jq UL.. `,\ DATE! 11/30/2015 the overeat structure Is the respenebEty of the building designer. 3.2s Impact bridging or Wend bredng required where shown*e SEQ.: El5 612 0 9 4.No wad should be applied to any component until after el bndng and 4.Installation dans Is the responsibility of the respective cordredor. fastens are complete and at no time should any wads greater then 5.Design assumes trusses are to be used in a norvwnoNve environment. dodge bads be applied to any component. and ars for"dry condition"of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the B.Decsteeseasume,6nrobe.ringat.11suppoh,recon.3hinarwwdg.If EXPIRES: 12131/2016 ry• fabric.dun,hendlwg,shipment and othelilishon of eensloonents. 7.Design eewmesadequate drainage le truss,prodded. November 30,2015 6.This design Is henhshed subject to the limitations set forth by e.Plates shell be boated on both feces of Was,and pined so their center TPIWICA in BCSI,copies of which will be furnished upon request. g,lines coinoincide sith joi tlatoint centetermshs. MITek USA,tnc.ICompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design virtues see E515-1311,ESR-1988(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 #160TR LOAD DURATION INCREASE = 1.15 1-2= ( ) BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-42) q0 2-9= 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 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 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 PSF 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. 'COND. 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" 1-11-11MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 1 1MAX 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 I I ti O /'III'.- �r m -- O M-3x4 l ,1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ,o PR Ofi-S < `i` =9782PE JOB NAME : 3413-B POLYGON NW - PJ1 • Scale: 0.6771 Ilir WARNINGS: GENERAL NOTES, unless onrorwlee noted tyn,. Truss: PJl 1.Builder and erection contractor should be advised of a9 General Notes This design Is based only upon the parameters shown and Is for an Individual OREGON h" and Warnings before construction commences. building component.Appllubllny of design parameters and proper 9. V 2.2s4 compression web bradng must be Installed where shown+ incorporation of component la the responsibility or the building designer. e"'" �RY (J,s� 3.Additional temporary bracing to Insure stability during construction 2.Zoo,Desigassumed the lop and bottom chords to he laterally braced al NOIR responsibility of the erector.Additional permanent bradng of T o.c.and et fp c.c.respectNely unless braced throughout their length by DATE: 11/30/2015 the overall eouaure Is Me responslbE ty of the building designer. continuous sheathing such l b eplywooddng re for a where shown drywaH(BC). ,a t [1.`� 3,In taped bAtt,oe or lateral bradng required where shown«e A L {e SEQ.: K 15 61210 4,Na load should be applied to any component until ager al bradng end 4.Installation of truss Is the responsibility of the respedNe contractor. fasteners are complete end st no time should any keds greater then 5.Design assumes trusses are to be used Ina nm-corrosive environment, TRANS ID: LINK design keds be applied to any component. and are for"dry condition"of use. �/ /] / p Comma-not no commit over end assumes no responsibility the 8.Design assumes seal beadng at all supports shown.shim or wedge If 5.ComEXPIRES:ll .S: 1`2/311 01 S fabrication.handling,shipment and Installation of components. 7.Deas a:wmes adequate drainage le provided. November 30,2015 S.This design is furnished subject to the limitations set forth by B.Plates shell be located on both feces of truss,and placed so their center TPWOTCA in SCSI,copies of which will be furnished upon request. Ines colndde with joint center Ines. E 4L MITek USA,Inc./Com Trus Software 7.6.7 9.Digits Indicate size of plete in Inches. ( )- 10.For basic connector plate design valued see ESR-1311,ESR-7988(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/Cg=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-4=(0) 0 BC: 2x4 KDDF 818BTR 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 HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 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" @ Cr- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012^ @ 2'- 2.2" Allowed = 0.296" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" ,l' 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=l5ft, TCDL=4.2,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 m O m 0 13x4 l y y 1-00 6-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 4� ti0 PR©ppss �,.0 ,04GINE , ret dz. 89782PE of JOB NAME : 3413-B POLYGON NW - PJ2 • Scale: 0.6146 / --+ WARNINGS: GENERAL NOTES, uMess otherwise noted: C••• I.Balder end erection conlrador should be advised of ell General Notes 1.This design h band only upon IM parameters Mown and is for an individual �7 OREGON (r Truss: P J2 and Warnings before construction commences. building component.Applicability of design paremetera and proper f. ,�J �,� 2.294 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. +Q Cl A�y .: G l: 3.Additional temporary bracing to Insure stability duhng construction 2.Design assumes do top and bottom chords to be laterapy braced at I �7'l J _4VY. is me responsibility of the erector.Additional permanent bracing of T o.c.and at 1ffea o.c.roepe.Nely Mess braced throughout their length by //J.,.. (s 4 continuous sheathing such es plywood sheet where and/or drywall(BC). -A 1 1` %s` DATE: 11/30/2015 the overall simclwe Is the responsibility of the balding designer. 3.24 Impact bridging or lateral bracing required where shown++ �/b SEQ.: Kl561211 4.No load should be applied to any component mil after al bredng and 5.4. tllat assumes xesiss thher.eepobyeissuemanoepectWe nntrador. cel, faetenen are compete and at no time should any loads greater menDesign TRANS ID: LINK design loads be applied to any component. end are kWmrycondmon.QOn.supports �• 5.Compuorushes nocontrol over end assumes noresponsibility for the 6.Deems a full bearing tales naMown.Shimorwe it EXPIRES: 12/31/2016 sssry. fabrication,handling.shipment end Inal.11aean of components. 7.Design assumes adequate drainage is provided. November 30,2015 Ins is desiI gn le furnished subject to the limitations rat forth by S.Plates shall be located on both fans of truss,end pieced n their center TPW(FCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate ske of plate in Inches. M7ek USA,Inc./CompuTres Software 7.6.7(1L)-E II.For basic connector piste design values rue ESR-1311,ESR-1968(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 #1613TR LOAD DURATION INCREASE = 1.15 1-2= ( ) BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3-(-97) 50 2-4= 0 0 7 TC LATERAL SUPPORT 0= 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" -46/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 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. '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 = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 17". 3 -,, Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M clI c r O of 1 2�l 4 1110- 1 -1 M-3x4 l ). y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 I P R Q c �r��L , s.iro 9782PE JOB NAME : 3413-B POLYGON NW - PJ3 Scale: 0.5762 ,.7 WARNINGS: GENERAL NOTES, unless otherwise noted: / / All, Truss: PJ3 1.Builder and erection contractor should be advised of an General Notes 1.This design la based only upon the parameters shown and Is for an Individual 9 •REGON 9.E and Warnings before consiructlon commences building component.ApNicablllly of design parameters and proper 1. (�. 2.2x4 compression web bracing must be installed where Mown+. incorporation of component Is the responsibility of the building designer. ,�,/y �4�y (1,9 R 3,Additional lempormy bracing to Insure NOM during construction 2 Design assumes the top and bottom Mohs to be laterally braced at 7 Is the reaponabiey of the erector.Additional permanent bracing o1 T o c.end at 1G o c nosh ss Sly adage breed throughout thele length by DATE: 11/30/2015 the overall structure Is int,eapenslbnity of the building designer. continuo.nImpatsheathing Stehbacng red nted where sow/4drywaW(BC). Lb []� 3.2t Impact britlping or Steal bracing required,aapa Mown++ l"" `i SEQ.: Ki5 612 12 4.No load Mould be applied to any component until after an bredng and 4.Installation of trusa le the responsibility of the reapedNe contractor. fasteners are complete and at no time Mould any roads greater than 5.Design assumes trusses are to be used Ina noncormaive environment, TRANS ID: LINK design leads be applied to any component. and a,.fe,'dry eendltien"clue.. 5.CompaTrve hes no control over end assumes no responsibility for thenece8.Design assumes 151 bearing at MI supports shown.Shim or wedge B EXPIRES: 12/31/2016 fabrkalbn,handling,shipment and installation of components. 7.Designassumesadequate drainage Is provided. 8.This design b furnished subject to the limitations sal forth by 8.Plates shall be located on both faces Mimes,and placed so their center November 30,2015 TPIA TCA In SCSI,copies of which will be furnished upon request. lines twinkle with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E O.Digits Indicate size of plate in Inches. 10,For basic connector plate design values idea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #163TR SPACED 24.0" 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 POP 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 POE 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" f f MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000^ @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 -1 in the plane of the truss only. o I O I El 1 2 4 M-3x4 l l l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 ' ,,e0 �N N R 1',.0 9782PE C" JOB NAME : 3413-B POLYGON NW - SJ1 -", ..►., Scale: 0.6957 ' WARNINGS: GENERAL NOTES, unless otherwise noted: vay (�{/ ('� '-- Truss: 4 1.Builder end erection oontrador Mould be advised of all General Notes 1.This design Is based only upon the parameters Moven and h for an Individual 7 OREGON �� Truss: SJ1 ase Warnings before construction commence. building component.Applicability of design parameters and proper �` „tr 2.D:4 compression web bracing must be Installed where shown•. Inarporotlen of amponenl is the roaponelblm/of the buldirp designer. -9,5, `.�'4[y`! A 5 " e 3.Additional temporary br.stg to Insure stability during cnetruction Z.Design and at the top end bottom Molle to he lalerely braced alrl I f _tYu/ lathe ro stblNly of the erecter.Additionalpermanent bracing of 7 o c and at 18 o e respectNMy unless braced throughout their length by Q`' Spon continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). -AUL ` DATE: 11/30/2015 the overal structure is the responsibility MN.building designer. 3 Di Impact bridging or lateral bradng required wfiere Mown•• SEQ.: Ki5 61214 4.No load Mould be applied to any component until ager al bradng and 5.4.Inst)Nation of tru,ryssthe responbsibile ueytyof d in ae non-wniNa contractor. fasteners are compete and at no time should any pads greater manand Design some for"dry trusses are I use. TRANS I D: LINK design pada be applied to any component. 6.Design assumes NH bearing at all supports shown.Shim or wedge If 5.compuTruahes nocontrol over and assumes noresponsibiliyfor the as.ary, EXPIRES:. 12/31/2016 labdcllun,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 font by 8.Plates Mall be bated on both laces of Moes,and placed as their center TPINWCA in SCSI,spies of which will be furnished upon request. Has coincide with joint center linea 9.Digits indicate site of piste In Inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E IS.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.1. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ 0H 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 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 24 "oc spacing. J 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 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 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=1.6, Truss designed for wind loads in the plane of the truss only. 2 -/ rii 0 c 0 I ti rn .F- 0 I 0 o /- 1 3- -I M-3x4 l 1 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 4,,c, cO PRQ1 N,GIN ',6. r0 2 ,,,_-..1 9782PE ter. JOB NAME : 3413-B POLYGON NW - SJ1X � � Scale: 0.7401 WARNINGS: GENERAL NOTES, unless otherness noted 9 h OREGON Truss: SJ1X 1.Bulder and erection should ould be advised of al General Notes 1.This design Is based only upon the parameters Mown and Is for an individual Qa+, and Warnings before construction commences. building component Applicability of design parameters and proper Q'' 2.2c4 comprosebn web bracing must be Installed where shown e. incorporation of component Is the responsibility al the building designer. ,�) �� 2.� ` 3 co Additional temporary bracing to insure stability during nstruction 2 Design assumes ms tap and bottom chords to be laterally braved at 7 lame responsibility of the erector.AdtlPoonal permanent bracing of 2 o c and d 10'o c respectively unless braced throughout their length by DATE: 11/30/2015 the oven)structure is the responsibility continuousrdggior lateraasewing red uiret where shown it A,a Q� apo ty of the binding designer. 3.2a Impact bridging or lateral brewing required where Mown•it a -A SEQ.: K 15 612 15 4.No bad should be applied to arty component trail ager all bracing and 4.Instillation of suss is the responsibility of the respective contractor. fasteners are complete and at rro thee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D. LINK design loads be spplled to any component. and are for"dry condgion°of use. y I��'s 12/31/2016!�/] /� s.CompuTms has no control over and assumes no responsibility ter theE6.Destgn assumes full bearing ai ail supports shown.shim or wedge If XP IR ES I G!471 L 41 neoesfabrication.handing,shipment end installation of components. 7.Design ssume,adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the lineations set foray by B.Plates shah be located on both faces of truss,and placed so their center TPOWPCA In BCS',copies of which wit be furnished upon request. lines coincide am joint center Anes. MTek USA,Inc./CompuTNs Software 7.6.6(1L)-E G.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1 glia(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. DON. 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 = 92.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 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 RUDE ( 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" -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, p Truss designed for wind loads I in the plane of the truss only. N ('1 /- o O o ,r111i o 2 i 4► M-3x4 ) 1 . l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I • `c6-kf<GN 19,-/ 9782PE 1--- JOB "JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.7840 ® � WARNINGS: GENERAL NOTES, unless otherwise noted ..aa� R (`� _J I.Builder and erection contractor should be advised of al General Notes I.This design h based only upon the parameters those and Is for en individual 4 '4.GREGON �� (Z.. Truss: S J2 and Warnings before construction commentate. building component.Applicability of design parameters and proper 't/ 4)., 2.2a4 compression web bradrq must be Installed where shown a. incorporation of component Is the roapomlDAIN of the buN4lne debpner. '�/ Lq FiY 15 {e,"Q'' 3.Additional temporary bracing to insure etabllny during construction 2 Design assumes ms tap ash boder chords to be laterally braced at 4 Is the responsibility I the erector.Additionalpermanent bracing of 2 0.0.and at lb c.c.respecl.ely unless braced throughout their length by 1G11\4 2' lY a continuous sheathing such as plywood sheathing(TC)and/or drywall(B0). PA..0 L R DATE: 11/30/2015 the overall structure is the responsibility of the buntline designer. 3.2a impact bridging or lateral bracing required where oho.a a SEQ. : Ki5 61216 4.Na load should be applied to any component ural after an bracing and 4.Installation estdal.l awmu to Is the o Mularyye m.respective co fronts,.environment. fasteners are complete and at no time should any loads greater than e TRANS ID: LINK design beds beapplied taany component. 6 end esumere for%ivy full beadng e. alw nsahown.Shimorw< k 5.CompuTrue hes no control over and assumes no responsibility ler the necessary. fabrication, ng a ppo riga EXPIRES: 12/31/2016 fabrication,handling,shipment and mstellanan of components. 7.Design assumes adequate drainage is prodded. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP6MSICA In 6151.copies of which nil be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sbe of plate in inches. MiTek USA,Inc./ComtpuTnls Software 7.6.6(1L)-E 10.For babe connector plate design values see ESR-1311,ESR.19B8(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/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) , DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -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 POP Ground Snow (Pg) 6.00 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 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/IB0 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=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 rn f O o o I f 1IllIgisall 3�/ -7 M-3x4 y 2-00 [PROVIDE 1-11-11 I y ,,C,�� yGINE Ec>0 PR �`r�/p444 _ PROVIDE FULL BEARING;Jts:1,3,2 (T`''�� ((yy p'��t"y .r' ::97$2(-E �r JOB NAME : 3413-B POLYGON NW - SJ2X Scale: 0.8965 WARNINGS: GENERAL NOTES, uNess otherwise noted: K... Truss: SJ2X 1.Builder and erection contractor stwdd be advised of ad General Notes This design le based only upon the parameters shown and is for an Individual -7 OREGON 55N- and Warnings before construction commences. building component.Applicability of design parameters and proper y/V 2,2c4 compression web bracing must be Installed where shown+, mcerpontion of component Is the rosponstbIBy of the building designer. .,ar�� "-Ae v a� (+• 3.Additional temporary Meting to Insure stabktiy during construction 2 Design assumes the top and bottom chords to be laterally braced at 7 'l J Is the responsibility of the ender.Additional permanent bracing of 2'o c and at 10 o c respectively unless braced throughout their length by /t{'' ` DATE: 11/30/2015 the averal structure la the responsibility of the building designer. continuous sheathing Sr suerlbh as pdng reulywood ed MereO)own atlryweA(BC). s ^ L. 3.2s Impact bridging ola[enl bhang requhed where shown++ r1 L e SEQ.: K 15 61217 4.No load should be applied to any component un after all bracing and 4.Installation of truss la the responsibility of the re.pectme contractor, fasteners are complete and at no time should any pads greater than 5.Design assumes waxes are to be used in a non-corrosive environment, design bade be applied to anyand are for"dry condnlon•of use. �V/ c �I)rj q//!!�� ./p TRANS ID: LINKsommponsnt. S.Design assumes full bearing at..supports shown.shim or wedge it EXPIRES: 1G/Ji/GQIV 5.GompuTrue has no control over and assumes no reaponslbillty for the mssery. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, November 30,2015 S,This design is banished subject to the limitations set forth by S,Plates shall be located on both tams of truss,and placed ea their center TPIIN/1OA In KV,copies of which will be furnished upon request. Ines coincide with joint center knee, A Digits Indicate size of plate In Inches, MiTek USA,Ina,/CompuTNS Software 7,6,6(1L)-E 10,For basic connector plate design values see ESR-1371,ESR4988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1E13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4-(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-102) 47 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" -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 PIF 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads d, in the plane of the truss only. 0 M rn I 0 MNC o .-/ I 1 2 4WELIN 0 M-3x4 ,Jr y 1 y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 I C<, ,,o PR o, w,`� ENGINE /0 17 :9782PE JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0.6303 /,,, WARNINGS: GENERAL NOTES, unteaeothenvhenoted: 9,y,OREGON <ry 1.Budder and erection contractor should be advhed of el General Notes 1.This design Is based only upon the parameters shown and is for an individual ©)N` Truss: SJ3 and Warnings before construction commence. building component.Applicability of design parameters and proper /a��. / Y}- ^ 2.204 compression web bredng moat be Installed where shown« InoorPoraBon of component la the responsibility of the building designer. "=' (/A a,,,y; A( ✓ 'Q�. 3.Additional temporary bractng to Insure stability during construction 2.Design assumes me top end bottom chards to be laterally braced at 7 'l/`f :7 {e,I: T a c and at 10 o.c respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywwoeheething(TC)and/or drywed(BC). PA /1..t+L �J DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown++ �'{f�J 1� SEQ.: K 15 612 18 4.No road should be applied to any component until after al bradng and 4.Installation of truss le thehresponsibility sibd»e the respective contractor. rat. fasteners are complete end al no time should any bads greater than Design assumes TRANS I D: LINK design loads be applied to any component. end ere for"dry condition"of use. /y/�] /r]/� G 5.CornpuTnn has no control over and assumes no reaponelbidly for the B.Design assumes MI bearing at all supports Mown.Shim or wedge It .EXPIRES: 12/31/2016. fabrication,handling.shipment and Installation of components. 7.Design:comes adequate drainage la provided. November 30,2015 8.This design le furnished subject to the limitations set forth by 8.Plates shad be located on both faces citrus*,and placed so their center TP WyrCA In BCS(,copies of Mkt:wit be furnished upon request. linea coincide neh joint center linea 8.Digits Indicate she of stets In Inches. MITek USA,Ina./CampuTnls Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury , MN Dimensions are in ft-in-sixteenths. 1114046, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 11111M10'1/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 1111L11111Milte 4 may require bracing,or alternative Tor I _ p bracing should be considered, 1—� i O= 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. �- 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-e C6-7css designer,erection supervisor,property owner and plates 0 'a' 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. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �! 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 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IMMO reaction section indicates joint =11=111611= 11 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMMN 18.Use of green or treated lumber may pose unacceptable �— environmental,health or performance risks.Consult with Industry Standards: project engineer before use. Mt 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. m e is not sufficient. BCSI: Building Component Safety Information, tie Ik 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013