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Plans (73) Job Truss Truss Type Qty Ply POLYGON R45996195 PL15-402 UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fn Nov 27 10:57:14 2015 Page 1 ID.zs2ygYHMYItI_Z1 p9y12t1 yAg??-OF1fTYAfNzt7TAmfCFPKMnfjdri?tCvwJYtDYTyEzpp ,0� fl-10-1411 1-0-0 i 1-2-0 II 1-0-2 i 11-0-8 1 1-6.0 1 Scale=1:36.4 3x4-5x5 = 4x6= 3x4 = 3x4= 3x4 = 3x4= 3x4 = 3x4= 3x6 FP= 3x4 = 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 O e d D a e ® Y_ 8 -a-- D ®O _ O 'N/ / \. :11 e a a a v a a o \407 -o - kM 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I14x6 = 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4 = 3x5= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVED BY PROJECT ENGINEER 1 1-1-0 I 18-6-8 1 21-4-0 1 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Inc- NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(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=274810-5-8,23=1464/0-5-8 Max Uplift35=1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=1449/0,10-11=1540/0,11-12=-1540/0,12-13=1259/0, 13-14=-742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. Ed PROF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement C'�� G[N� ss/ at the bearings.Building designer must provide for uplift reactions indicated. -N �N FR 6:22 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 F be attached to walls at their outer ends or restrained by other means. CC 87022P, T--- 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). / LOAD CASE(S) Standard 9�'ol$OR GON r]�Q 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O BER Uniform Loads(ptf) �S A HE Vert:22-35=-8,1-21=80 Concentrated Loads(lb) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 1 ....- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. WI Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 51 -2_01b - 0 06-2 1.1916 w Or-s---(10—) 1-{b.j-41 Job Truss Truss Type Qty Ply POLYGON R45996196 PL15-402_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:57:15 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12tr� 1yAg??-sRa2guAl8G?z5KKslzwZu_CzwFz5cfp4YCdn4vyEzpo I 1-0-0 I 1 1-1-10 II 1-2-0 1 r 7-2.1I 12-0 I 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 4x4= 1 2 3 4 5 6 <:2<:2< 1 '11 r.\Si / N-/ NI• / .\ , N\-/ N \ 4/. Nil - /el...%\%‘ ev g v ee o 0 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 10-'77-01 I 19-11-4 I 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],(24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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(lb)or less except when shown. TOP CHORD 2-3=1588/0,3-4=-1588/0,4-5=2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=--4122/0,11-12=4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 DOT 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. �ti5'�° °F�ss iN.T 04 GI �p2/ `� 870 2PE 5. N(-\� OREGO Jo At/T 4 EXPIRES:06/30/2017 November 30,2015 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI, Design void for use only with Macke 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 M Tek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quardy Criteria,05B-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996197 PL15-402_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Nov 27 10:57:17 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-ogioSaCYguFh KeUEt0z1_PHLV3j_4SQN?W6t9oyEzpm I 1-10-8 1 P-10-1411 1-0-0 1 11-2-0 11 1-0-2 I 1 1-3-12 I 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4- 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ® a %a e a ae • I. c-i-1° 1, - \ /\ / N. / N / X / . N.:/ .\. ./ \ ,- 'N_ 9 e v . o a a e o 0 5 ►� ►r. 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 13-5-1i -0 1 19-7-0 1 22-4-12 1 2-1-8 10-9-6 7-0 5.6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge],(13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/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 0.93 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=0/953,311=0/953,4-5=258/0,5-6=25810",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=-73910,15-16=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=30110,31-32=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=-74910 WEBS 2-34=1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=756/0,20-22=0/956,20-23=1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��`�D PR OFF° 3)Refer to girder(s)for truss to truss connections. '` �' Co 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. Z?s <, I�EF1> fp� 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 4, -� be attached to walls at their outer ends or restrained by other means. Lr 8 • 2 P E - 6)CAUTION,Do not erect truss backwards. ( �N ,/ >� fi'o,, OREGG oto Opti 4.1 l Or8ER 1\��. A. NEC' EXPIRES:06/30/2017 November 30,2015 4 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design void for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1111.,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 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996198 PL15-402_UPPER F04 FLOOR 3 1 Job Reference(optional_ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fe Nov 27 10:57:18 2015 Page 1 ID:zs2ygYH MYItl_Zl p9y12t1 yAg??-GOGAIwDAR BNYyo3RR5UGWdgVGT5OpxVWEArRhEyEzpl 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 II'-1--27 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 I I 3x4= 1,5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1,4 ci • o _0- e 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)- [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl 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 Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=-1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. _0P R0Fe0 `�tC ` G � -Y -C?. 2 '(c � 870 2PE • Nr 7 cc‘ ..../OREGO '� ., 1, 441 sER 1��P A He?, EXPIRES:06/30/2017 November 30,2015 1 0 Ali 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �pral. �rbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi TTek^ 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/1P11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996199 PL15-402_IJPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:57:19 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-kDgYWGEoCWPaxed_p?V3gNg)sK YR2gSgb_DgyEzpk 1 1-0 0 0�1d 112 p-7-211 1-2-0 I 1-2-0 11 1-2-0 11-2-0 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 5 10 11 12 13 14 15 16 17 18 19 20 21 22 ■ 9e, e e a .. a go-, IEa e„ a a\\\ a ■ N / ` / d N-/ N / \.-/- N .7 -\ , / \ N a o m, e e o �ea a n v b „xi.' 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP= 3x5 - 3x5- 3x5 = 3x5= 4x4= 3x5= 4x6 = 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1� I 21-4-0 I 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],(27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4--4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,3-4=-1712/0,4-5=3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 3435=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=72410,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-100(0.131"X 3")nails. Strongbacks to be ��V[} PR OF�s attached to walls at their outer ends or restrained by other means. c„;\<(' ,S' �c� ��GIN1 /�7 Q 87022PE -r-- / 'l (I) n- ti 7 SAT OREGON cP At/ 'P ,,E4 BER \\ ''- `a A. Heck EXPIRES:06/30/2017 November 30,2015 4 4 aWARNING-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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996200 PL15-402_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fn Nov 27 10:57:21 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-gbyJxxF2k617pFo?6E1zSFS1 Ug4w0GMyw8451ZyEzpi 1 1-10-8 11)-10-14i1 1-0-0 1 1 1-2-0 I1 1-0-2 1 1 1-3-8 I 1-6-0 1 Scale=1.38.5 3x4= 4x10= 3x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e e ` ❑ '2 �.. ❑-\ Z N / \ ❑_ a N /a ® a _a-❑ ®..\ /-\. / \ I - -❑_ ►Z 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4 = 3x5 = 14-0-14 1 2-1-8 I 12-10-14 1f-5-11. I 19-7-0 I 22-7-8 I 2-1-8 10-9-0 7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[_35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift 22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=258/0,6-7=1062/0,7-8=-1062/0, 8-9=1490/0,9-10=-1490/0,10-11=1570/0,11-12=1570/0,12-13=1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��ED PR OFFs 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �'t - N �'/ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �r\ �N FR O. be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. Q- 870 2PE /�c-- SAT OREGON rP OCU COQ 418ER \'`' A HE?` EXPIRES:06/30/2017 November 30,2015 1 0 a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE.De sign 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 bulding designer must verify the applicability of design parameters and property incorporate this design into the overall1V111. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. 5-u C 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996201 PL15-402_UPPER F07Floor 2 1 _ !Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fn Nov 27 10:57:22 2015 Page 1 ID:zs2ygYHMYlt1_Z1 p9y12t1 yAg??-9oVh8HGhUQt_RPNCgxYDhT?9o4LClgH69opeq?yEzph F41.0,0I r l 1-2-0 I 10-9-0 1 0-9-0 110-9-0 I o-9-01 1 G-9-C)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 N /An\ /\ /\ /\ /\ /\ /\ i \ /\ /N / \ 9 o v o i ILL o o v o e b w d e e 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 19-141 1 20-2-0 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge[,[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=3317/0,7-8=3317/0, 8-9=-3881/0,9-10=3881/0,10-11=4177/0,11-12=-4177/0,12-13=4200/0, 13-14=-4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=-3075/0,20-21=-2299/0,21-22=2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=-1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. _0 PR OFE 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. <C -I N� si$'/ 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 _\ < ' FR 0 be attached to walls at their outer ends or restrained by other means. "Y--- 4t- 870 2PEr, r U -y m'O,,, OREGON rP 4 4ti '9 /1//BER \\, la A H EPN EXPIRES:06/30/2017 November 30,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. El. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty. 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/TMQuality Criteria,051-89 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 IJob Truss Truss Type Qty Ply I POLYGON R45996202 PL15-402_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fn Nov 27 10:57:24 2015 Page 1 ID:zs2ygYHMYItI_21 p9y12tlyAg??-5AdRZzHx017igjWanMbhmu4Ykt6dDd9Pc611vuyEzpf 1 1-10-8 1 p-10-1411 1-0-0 1 f 1-2-0 1 1 1-0-2 1 1 1-3-11 i 1-3-0 1 Scale=1:38.1 3x4=- 4x10 4x10 = 3x4- 3x4= 3x4= 3x4= 3x4 = 3x4 - 3x6 FP- 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 o ❑ / -/-v\ N /'\ / / \. / -\ 'IN -9 e o 7\9. e , ° e e m o e o 0 0 0 9 e ►� ►C 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6 = 3x4 = 3x5= 14-0-14 2-1-8 I 12-10-14 1-5-1' 1 19-7-0 22-4-11 1 2-1-8 10-9-6 0-7-00-7-0 5-6-2 2-9-11 Plate Offsets(X,Y)-- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Grav 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�Q` -� P R OFFS 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'c s be attached to walls at their outer ends or restrained by other means. -N GIN[N El ,9 /O2 4)CAUTION,Do not erect truss backwards. (V -7 87022PE 1-- ytP ,. N -7 �A, OAEG•N 0cl' ,,44/'9C'rl BER \\• \- LI A HER EXPIRES:06/30/2017 November 30,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M!1-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996203 PL15-402_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Fri Nov 27 10:57:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1yAg??-1 ZIC_fJBYfNQvOgzvnd9rJ9rchjl hd9h3QnszmyEzpd p-10,0 1 10-8-411 1-2-0 19- i 10-9-0 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 4x4= 3x4 = 3x4= 4x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 a ,a\\ 2 r. a e '2 :. O - m d ®/\A / \e® a //`., O //`kt e/\ \ /\ /\ /\:/\ 1 e a -TEC e_ 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 13-5-12 111-0-121 1 20-4-13 1 13-5-12 I0-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgej,[18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=-4267/0,11-12=-4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=-3686/0, 18-19=3121/0,19-20=3121/0,20-21=-2331/0,21-22=2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 3950=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �_0 P R 0F6To 3)Recommend 2x6 strongbacks,on edge.spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '` s be attached to walls at their outer ends or restrained by other means. �?. r Co A NEL�,9 /Q2 870 2PE �,�� ��Ajc OREGON tiP O4ti Or) BER \��p� A HEP` EXPIRES: 06/30/2017 November 30,2015 a 0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 1- Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury rMIM Dimensions are in ft-in-sixteenths. inkApply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onalorX-bracin dia TCP CHORDS 9 g,is always required. See SCSI. IIIIMIEEIMIIIIIIIIMIIIIIIIIIIMIIIMEEIIMMIIMI 2. Truss bracing must be designed by an engineer.For Q'/16„ 4NIAA/Pilj11 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I p bracing should be considered. 1.11M O C 7-8 C6-7 C 5-6 O6c6:: 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. Q4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer,erection supervisor,property owner and plates 0-Iii,' 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/TRI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. k=0 reaction section indicates jointWIlmailll number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. -a. 40 18.Use of green or treated lumber may pose unacceptable Pomo environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI I: National Design Specification for Metal 1+11 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone is not sufficient. MiTek BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI l section 6.3 These truss designs rely on lumber values established by others. -�,`-° PRpfies444s 89200PE 4,OREGON\t* Att /.p '9I' t 4 20 41tRR1L\-'e' -10109Pre November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1154) 386 5- 6=(-265) 1149 5- 3=(-41) 57 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) = BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" ___= TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. •• For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 9'- 2.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 .' ,e ,' f Design conforms to main windforce-resisting 5-11-11 3-04-10 5-09-11 system and components and cladding criteria. 1 432011 020# f Wind: 140 mph, h=21.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-4x6 M-5x6 9.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. . o7/04N NIN o r11 1•+ 5 6 ,,r 4 0 o M-3x4 M-3x4 M-1.5x3 M-3x4 0 y y 1 ,L 5-09-11 3-08-07 5-07-15 y 15-02 ��.��° P R Opp. ,F,� NG11 N E l? f�'� �" =9200P fir' JOB NAME : 3413-D POLYGON NW - Al 0 t#0,1.' Scale: 0.3884 '� . 4011111110 0 Cr 1.WARNINGS: O.GENERAL Is b unlessly otherwise a noted:et "Zi. O R E G O N �'� 1.Balder and erection contractor should be advised ofd General Notes 1.This design h based only upon the parameters shown and Is for an IndMdual Truss: Al and Warnings before construction commences. balding component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be Installed where shown 0, Incorporation of component Is the responsibility of the building designer. A 2-Q:\ O` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bosom chords to be laterally braced al O at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and et ID o.c.respsc:Nety unless braced throughout their length by /w/�/ continuous sheathing such as plywood sheathing(TC)and/or drywal(BC), "s'/ L7[�]'( '� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral brsdng required where shown.♦ (�1 l L SEQ.: K 15 612 9 3 4.No load should be applied to any component until after al bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used ina non-corrosive environment, T RAN S I D" LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTnn has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November r b 30 8.This design Is furnished subject to the limitations at forth by 8.Plates shall be located on both faces of truss,and placed so their center ,2015 TPIANFCA In BCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For beak connector plate design values see ESR-1311.ESR-1908(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-576) 204 6-5=(-122) 533 6-3=(-127) 395 WEBS: 2x4 KDDF STAND 3-4=(-576) 204 6-4=(-200) 195 LOADING 4-5=(-759) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -85/ 637V -125/ 125H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" 7-07 7-07 ♦ MAX HORIZ. LL DEFL _ 1 _ MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 T T T T T 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 9.00 17 a 9.00 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 A'.7.7( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (II load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 z 0 0 Imo, TS, I 1.. 6 .. 5 0 M-3x4 M-3x8 M-3x4 0 y y y 7-07 7-07 y 4�\NV� P R°Fess y 15-02 �r�� �NGIN /�� 89200P ,-- JOB NAME : 3413-D POLYGON NW - A2 Scale: 0.3509 WARNINGS: O.GENERAL NOTES, unless on th se er gr Cr �j , OREGON �, A.1.Strider and erection contractor should be edvleed of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual L'� Truss: A2 and Warnings before construction commences. building component.Appllsbilty of design parameters and proper ` 2.2a4 compression web bracing mud be Installed where shown+, Incorporation of component Is the responsibility of the building designer. /O 1 J' t"1 ON �4 3.Additional temporary bracing to Insure stability during construction 2.Desi n assumes IM lop and bottom dards to be laterally braced at L�. L t Is the rasponsiblNty of the erector.Additional permanent bracing of 7 c.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)section drywall(BC). ��C]1 L� DATE: 11/30/2015 the overall structure is Me responsibility of the busding designer. 3.2x Impact bridging or lateral bradng required where shown++ fl 1 SEQ.: K1561294 4.No bad should be applied to any component until after ail bracing and 4.Installation of truss Is the respondbllty of the respective contractor. fasteners are complete and at no tine should any bads greater than 5.Design assumes trusses are to be used in s non-corrosive environment, design beds be applied to any component. end are for"dry condition'of tree. T RAN S I D: LINK 8.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/2015 5.CompuTnus has no control over end assumes no responsibility for the necesss ry• fabrication,handling,shipment end installetion of components. 7,Design assume.adequate drainage is provided. November 30 201 5 8.This design M furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center TPI1WTCA in SCSI,copies of which wIN be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6,6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(Welk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 BC: 2x6 KDDF 816BTR SPACED 24.0" O.C. 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=( -197) 180 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) "* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) B'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADM: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. if 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 17 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x6 n I 0 �� I e . All411 .. o I ® ®,I _, I M-3x4 M-3x8 M-4x6 y +1210# +637# y 8-0 0 ��� p P R()Fe, ,�\� NO�NR rC2 ' 89200PE 1:7_,.JOB NAME : 3413-D POLYGON NW - 41AGIRD P,,,000111 Scale: 0.4369 ,e. 5..........Z__-"} WARNINGS: GENERAL NOTES, unless otherwise noted: )r OREGON �CC 1.Budder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for an individual , A. ��� Truss: AGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper �{?r 2.2x4 compression web Madog must be installed where shown•, incorporation of aomponenl Is the responsibility of the budding designer. f 2.Design assumes the top and bottom chords to be laterally braced at [J (� 3.Additional temporary bracing to Insure stability during construction -T+ C_ Is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 10'o.c.respectively unless bread throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). `C]("�I DATE: 11/30/2015 the overall structure lathe responsibility of the budding designer, 3.N Impact bridging or lateral bracing required vMere shown•• !1 fl L SEQ.: K 15 612 9 5 4.No load should be applied to any component unto after ell bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used ins non-corrosive environment, design loads los applied to any component• and are for"dry condition'of use. T RAN S I D: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge II 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2015 febricalion,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November m I.. r 9 0 20 1 G 6.This design h fumlahed subject to rix limitations sat forth by 8.Poles shall be located on both faces of truss.and placed so their anter 'V U J1J,L V I J TPiW{CA In BCSI,coptes of which will be furnished upon request. linea coincide with joint anter lines. 9.Digits indicate size of plate di Inches. MTek USA,Inc./CompuTrus Software 7.6.6(7L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 6B 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0,- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" / 1 f MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads . in the plane of the truss only. 0 0 I .-I O , r- i 1 M-3x4 ), l 1-00 1PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 �< cO PRO s's tcC�N ANG�N ,h' rpt 89200PE vrs JOB NAME : 3413-D POLYGON NW - AJ1 ,/ ' Scale: 0.6771 .. )y. WARNINGS: GENERAL NOTES, unless otherwise noted: le ��EGON ` ' 1.Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parsmelers shown and is for en Individual %A GO� Truss: AJ1 and Warnings before construction commences. building component.Applkablllty of design parameters and proper 12> 2.2>t4 compression web bracing must be Installed where shown•, Incorporation of component lathe responsibility to of the building designer. "7 2.Design assumes the lop end bottom chords to be laterally braced at �(�y 3.Additional temporary bracing to Insure stability during construction 7 o.c.and et 10'o.c.respectively unless braced throughout their length by • _ is me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ., 10- DATE: 11/30/2015 the overall structure Is the r,1190miblily of the building designer. 3.2.Impact bridging or lateral bracing required where shown•• !��R SEQ.: K 15 612 9 6 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTnts has no control over and assumes no responsibility for the 6.Design assumes full bearing at d supports shown.Shim or wedge if EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. N ova m be r 30 8.This design Is banished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,2015 TPUWI'CA in SCSI,copies of winch will be furnished upon request. linea coincide with joint center tins. 9.Digits Indicate size of plate In Inches. Mitek USA,Inc,/CompuTrua Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" T 'I MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 9 00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -, 0 Design conforms to main windforce-resisting '�' system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. oc 0 I A o I o0 M-3x4 y y y 1-00 6-00 !PROVIDE FULL HEARING;Sts:2,3,4 1 -(<- c, wo P R OFt„ ANG 1 N �6 f0 2 89200 P E mc-' JOB NAME : 3413-D POLYGON NW - AJ2 Scale: 0.5819 Airtilliiiiii:41P°7 MINIIIIMMI WAle Z :,Builder 6. hRAeNOTEb, unless othenyise ntheparamete 'T7� 47 OREGON �14t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and is for en individual I Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be InslalIed where shown+. Incorporation of component Is the reepandbllity of the building designer. <0 -`0" -`}r r y 0 �4 2.Design assumes the lop and bottom chords to be laterally braced et L- 3.Additional temporary bracing to insure stability during construction 7 e.c.and at 10'o.c.respectively unless braced Ihrougeaal their length by '� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(TCI and/or drywell(BC). 4i -FIR t L\- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where Mown•• SEQ. : K1561297 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contra dor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D• LINK design bads be applied to any component. end are for"dry condition'of use. 5,CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim n,wedge It EXPIRES: 12/31/2015 necessary. fabrication.handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,20 1.t 5 TPINVICA In BCS!.copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits Indicate size o1 plate In Aches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR•131,,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 68 2-10=(-650) 3432 3-10=1 -89) 317 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-4549) 913 10-11=(-798) 4408 10- 9=( -254) 1451 BC: 2x6 KDDF #16BTR 3- 4=(-4451) 924 11-12=(-663) 3827 10- 5=(-1361) 301 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3540) 778 12-13=(-663) 3827 5-11=( -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4424) 968 13- 9=(-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2555) 552 12- 6=1 0) 136 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 439 8- 9=(-3379) 650 7-13=) -290) 1574 LL = 25 PSF Ground Snow (Pg) 13- 8=( -121) 208 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 144H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF I 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "" For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 11-06-10 7-11-11 / 1 f f f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3-11-12 3-11-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 598)) Truss designed for wind loads 12 M-4x8 M-4x8 12 in the plane of the truss only. 9.00F77 M-3x6 M-4x8 N9.00 4,,ey 5 T 2 ogo ,,)5x37 / ;M-1.5x3 • 0 /000/0/ 0 l0 11 12 13 't 9 0 c::, M-3x10 M-3x8 0.25,, M-1.5x3 M-3x10 M-3x8 0 M-7x8(S) 1440# y y y y y ci&O $ PRO �s7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 �` NGIN F , k y C` 0 � .15) 'Cif_� 1-00 27-06 cr :9200PE c JOB NAME : 3413-D POLYGON NW - B1 Scale: 0.2244 ILI. WARNINGS: OhRAe raIsNOTES, unlessotherwisethe parameter T7 OREGON 'Qj 1.Builder and erection contractor should W advised of all General Notes 1.This design Is Weed only upon the parameters shown and Is for an Individual Truss: B1 and Warnings before construction commences. building component.Appllcabllity of design parameters and proper N'Y 2.2x4 compression web bradng must be installed where shown o. Incorporation of component Is the responsibility of the building designer. /0 1 r 14, r7 C �4 3.Additional temporary bracing to Insure stability during construction 2.Destgn eesumss the top and bottom chorda to W laterally braced at G Is the responstblllty of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.respectIvety unless braced throughout their length by '� continuous sheathing such as plywood sheathing(TC)and/or drywsil(BC). 6* R I�� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown..s (f S E K 15 612 9 8 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the reapanalbl8 y of the respective contractor. Q fasteners are complete and at no time should any loads greater than 5.Deelgn assumes trusses ere to be used Ina noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:12/31 J2015 5.CompuTrus has no control over end assumes no responsibility for the necessa, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November OVe m I,�e�-x]O e'f O 1 G 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I`I AJ J ,L J TPVWTCA In BCSI,copies of which veil be furnished upon request. Nnes coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-662) 146 5-6=(-156) 688 2-6=(-276) 128 WEBS: 2x9 KDDF STAND 3-4=(-488) 138 6-7=( -72) 116 6-3=( -52) 288 LOADING 6-4=(-224) 1174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 RIDE ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" nails staggered: BOTTOM CHORD CHECKED FOR AOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" '* For hanger specs. - See approved plans 6-02-11 1-09-05 '( 1 f Design conforms to main windforce-resisting 3-03-13 2-10-14 1-09-05 system and components and cladding criteria. f f f f Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 9.00 177 load duration factor=1.6, M-3x4 End verticals) are exposed to wind, Truss designed for wind loads -/ in the plane of the truss only. M-3xW4/H o1co 0 1 c @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. o 1: P1411.1111.1! IMLINI III _PArl o l 5 6 7 O M-3x4 M-1.5x3 M-6x8 M-3x8 , +1210 +63�8 + 3,023 # 3-02-01 2-08-13 2-01-01 k 8-00 y ��c\OD P R OF6-6, 1.9 4r 89200PE �c"" JOB NAME : 3413-D POLYGON NW - BGIRD Scale: 0.3864 '_�w `M w. -..-. WARNINGS: O. hRALNOTEb, unless otherwise ha :amete y� 'JOREGON �4/ 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 *. Truss: BGIRD and Warnings before construction commences, building component.Applicability of design parameters and proper 1,lr 2.2x4 compression web bracing must be installed where shown•. Incorporation of component Is the responsibility of the building designer. /b '6/}r 2 0` �4 2.Design assumes the top and bottom chords to be laterally braced at L 3.Additional temporary bracing to Insure stability during construction 2's.c.and et 10'5.0.respectively unless braced throughout Ihelr length by //'•��. `� .c );C's. the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheelhing(TC)andior drywsli(BC). `R R 1�\-- DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.2x impact bridging or lateral bredng required where shown• SEQ. : K1561299 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contra dor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D•• LINK design bads be applied to any component, and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge 0 EXPIRES: 12/31/2015 5.Com puTrus hes no control over end assumes no responsibility for the necessery. febdcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plato shall be located on both faces of Ices,and placed so their center November 30,2015 TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center tins. 9.Digits Indicate sue of plate in Inches. MiTek USA,Inc,lCompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311 ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #13BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -429) 1890 19- 8=( -207) 891 2x6 KDDF #1&BTR T2 2- 3=(-7419) 2118 13-14=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5640) 1758 14-15=(-1308) 4472 14- 4=( -13) 389 9-20=( -462) 1832 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=) -126) 251 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1468 16-18-( -67) 201 15- 5=( -468) 1971 2x4 KDDF #16BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5948) 2163 18-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 452 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17-( 0) 146 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4779) 1584 17-18-(-1725) 5314 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4669) 1558 17- 7-( -270) 659 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 18- 7-( -399) 374 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7-19-) -932) 360 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 1 1 1 1 Design conforms to main windforce-resisting 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 3-11-15 system and components and cladding criteria. T T T 4097.30# T T ' 4,597.30# T T 12 12 Wind: 140 mph, h=22.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, M-5x10 M-5x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 5 =M-6x6 M-3x8 =M-4x4 • Q 9.00 load duration factor-1.6, * T2 .7i. + 1� Truss designed for wind loads in the plane of the truss only. M-3x9 4 M-1.5x.3 + \\+\ 0 M-3x8 A 3 M-5x12 400 � 13 3 15 17 \\\1, __' _ '� 1/' M-3x4 M-4x10 0 16 18 9 20 1 2 0 I M-7x8 1 st-1.5x3 M-4x12 0.25° M-3x10 M-3x10 0l o M-3x4+ M-7x10 M-7x8(S) .a 3.75 M-3x4+ 12 ), y y )' y y y y y ii:, ..D rC P ROFFS2-05-082-05-112-07-07 5-10-03 4-11-08 3-11-11 4-01-07 7-06-09 �`� ; y y y ,. GINE- --,9`).,-90. ,s�/ 1-0�-05-08 10-09-08 20-09 1-00 c\ 'e � i � 34-00 89200PE c-- JOBJOB NAME : 3413-D POLYGON NW - Cl -11.4: 11111!"fer:- Scale: 0.1604 WARNINGS: G.This GENERAL NOTES, unless on the isepar noted: OREGON�� A.1.Builder end erection contractor should be advised of all General Notes 1.This design M based only upon the parameters shown and is for an Individual Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shorn.. Incorporation of component is the rosponstbilty of the building designer. 'q f7 O 3.Additional temporary bracing to Insure stabllSy during construction 2.Design assumes the top and bottom dtords to be latently braced at O -1 4, L Is the responsibility of the erector.Additional permanent bracing o} 7 o.c.and at 77 o.c.reepeNWey unless braced throughout their hnglh by ///�,/J_ R �, continuous sheathing such as plywood sheathing(TC)and/or drywsi(BC). '/ L] IV A_ : 11/30/2015 the overall structure Is Me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required vinare shown.. /7 r} S E K 15 613 01 4.No bad should be applied to any component until alter sl bracing and 4.Installation of truss Is the responsibility of Me respective oostrador. Q' fasteners are complete and at no tlms should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component. and ars for"dry condition"of use. T RAN S I D: LINK 8.Design assumes HA bearing et all supports:Mown.Shun or wedge If EXPIRES:12/31/2015 5.CompuTnn has no control over and assumes no responsibility for the necesssry hbrinalbn,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November m L.e r�]O 2f11 L 6.This design h furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so thele center I q U J r V I J TP WdTCA In SCSI.copies of which will be furnished upon request. linea coincide with Joint center lines. 9.Digits Indicate Ws of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.6(11._)-E 10.For basic connector plate design values see ESP-1311,058-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #168TH SPACED 24.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 1656 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 f f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -I MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 4 Design conforms to main windforce-resisting 9.00 � (� system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. kb 0 0 I c o I I of ► 4=4 -1 0 M-3x4 y y y 1-00 6-00 n. P R Qpp (PROVIDE FULL BEARING;.Tts:2,9,3 Ir 0 04GI ,E' lJ,(1/e-) ct- 89200PE �1" JOB NAME : 3413-D POLYGON NW - AJ3 ! ' Scale: 0.4979 ..,4111111V44;,- ' �/' . WARNINGS: GENERAL NOTES,is unleupon the ise parameter 0"97 OREGON A.1.Builder and erection centractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,✓ 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the balding designer. '1 J. 2.6\ 4 3.Additional temporary bracing to Insure stability during construction101004 2.Daelgn assumes the top and bottom chords to W leterapy braced el O 04. Is the responsibility af the erector.AddNlansl permanent bracing of 7 o.c.and et 10'o.d.respectivety unless braced throughout their length by DATE: 11/30/2015 he overa1 stmcture Is the re continuous0Impactsheathing such es plywood required et where and/or drywsl)BC). �L7 C)'�� responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ 7�f'1 SEQ. : K1561302 4.No load should be applied to any component until alter all bradng and 4.Installation of truss lithe responsibility of the respectNe contractor. fasteners are complete and et no time should any bads greater then 5.Design assumes trusses ere to be used In a noncorrosive environment. T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary. November fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 30 /�.I5 8.This design Is Mnlehed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,2 V 1 TP WVTCA In SCSI,copies of which w1N be famished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.)nc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 177 3-4=( -94) 36 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF 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 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.459" ') MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" 0 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 3 MAX HORIZ. TL DEFL - -0.002" @ 5'- 11.2" 9.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, --: Truss designed for wind loads 0 I in the plane of the truss only. 0 0 1 0 I 14.11111.11111111111.1111 i /- ► 5 802. 1 -1 0 1 M-3x4 1-00 6-00 1-05-15 �� PRores 'PROVIDE FULL BEARING;Jts:2,5,3,4 I !N C f 1.4GINE- .C. 4z- 89200 P E kki �r- JOB NAME : 3413-D POLYGON NW - AJ4411",. --,. Scale: 0.4704 N1.B uiNOS: GENERAL NOTES, unless n the parameters =c9� y OREGON 44 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual // /[%� y� Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 17• 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �w. 4r n O� r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et /V1 y G is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 117 o.c.respectively unless braced throughout their length by iii continuous sheathing such as plywood sheething(TC)and/or drywaN(BC). �! )�1 R{1 0- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !t SEQ.: K1561303 4.No bad should be applied to any component untN alter all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be treed in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTnn has no control over and assumes no responsibility ler the 6.Design assumes full bearing stall supports shown.Shim or wedge if EXPIRES: 12/31/2015 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, n 6.This design is furnished subject to the limitations set forth by 6.Plates sh.N be located on both faces of truss,and placed so their center November 30 2 rJ TPUWICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 8-17=(-132) 673 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 LOADING 4- 5=(-1831) 493 14-16=( -9) 60 13- 5=(-191) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1662) 508 17-10=(-317) 1430 6-15=( -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-129(3) 429 14-15=( 0) 90 _____________________= 8- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10-(-1940) 480 15- 7=( -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 16- 7=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-17=(-503) 166 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD I5 A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 1 'r 1. f 2-07-04 3-06-05 3-10-02 3-03-05 5-05-11 5-03-10 4-10-11 5-01 r-- r- 1--- r .' f , f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 M-4x6 9.00 P7 5 M-3x4 M-3x8 'J 9.0D Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "` load duration factor=1.6, Truss designed for wind loads M-3x9 in the plane of the truss only. M-1.5x3 + + M-1.5x3 3 o M-3x6 co o c ' 13 �15$ j s.` e' M-3x8 1 11 M-5x10 M-1.5x3 0.25'6 M-3x8 M-3x6 1 1 M-3x4+ M-5x8 -M-6x6(S) X3.75 M-3x4+ 12 J' y J1 J. J' y y 0 ' PROF� 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 .\<' LCA J• yl 1-00 `0AN ,,4 0 -oe-os-oB10-09-08 20-09 � �. .y y y- "34-00 89200PE r JOB NAME : 3413-D POLYGON NW - C2 / Scale: 0.1604 AVP WARNINGS: GENERAL NOTES, unless othenvise noted: ii. (4„ 1Builder and erection contractor should be advised of aN General Notes 1.This design is based only upon the parameters shown and Is for en individual �� „I",OREGON b 4/ . .Truss: C2 and Warnings before construction commences. building component.Applkabildty of design parameter and proper 2.244 compression web bradng mus be Installed where shown.. incorporation of composed Is the responsibility of the building designer. (2-° ,10...*',10...*'2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10 0.0.nepsctNsty unless braced throughout mel length by Is the responsibility oldie erector.Additional permanent bradng of continuous*teething such a plywood sheathing(TC)and/or dnywal(BC). DATE: 11/30/2015 the ovens structure la the responsibllty of the building des3.Zx Impact bridging or lateral Dndng required where shown� igner. R"„� SEQ.: K1561305 4.No bed should be applied to any component untl after al bradng and 4.Installation of truss is the responsibility of the respsdlve contrador. fasteners an comptate and et no time should any loads greater then 5.Dsdgn assumes trusses ere to be need In•non-corrosive environment, design bads be applied to any component. and an for"dry condition"of use. T RAN S I D: LINK 8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2015 5.CompuTnn verM has no control oaassumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations at forth by 8.Plates shall be located on both faces of tans,and placed so their center November 30,2015 TPWyTCA In SCSI,copies of which AN be furnished upon request. Ines coincide with Joint center lint. 9.Digits indicate size of piste In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2157 14- 3=( 0) 331 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1629 14- 4=(-150) 618 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 758 15-17=(-359) 1664 4-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=) -14) 60 15- 5=(-216) 831 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-353) 1601 15- 7=(-534) 204 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1411) 534 19-12=(-401) 1430 7-17=( -13) 234 TOTAL LOAD = 42.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 8-10=(-1298) 511 17-18=(-339) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8=( -63) 144 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1718) 577 18- 8=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1940) 591 8-19=(-512) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 68 10-19=(-143) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" ! MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" ,I I 'I' ' 1 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" ,/2-07-04 3-06-05 ,I 3-08-01 ,/2-021-03-,05 5-05-11 3-03-10 2-02 ♦ 4-08-11 ,t 5-01 ,! I f I I '1' I '' 1' 1 1 I MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 10-00 10-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 12 M-4x6 12 F27M=4x6 Design conforms to main windforce-resisting 9.00 5, M-3x4 M-8x8 0 Q 9.00 system and components and cladding criteria. re. \ Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 + load duration factor=1.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. + 1 M-1.5x3 o M-3x6 _ co O M-5x10 M-3x8 0 16 �,e 19 1 3 0 I 1 M-1.5x3 0.25 M-3x8 M-3x6 01 M-3x4+ M-5x87M-6x6(S) a 3.75 M-3x4+ 12 y J' y )' y )' )' .1.,0p P R Ore 2-05-08y 7-02-07 3-08-13 y 5-02-03 5-09-03 9-07-15 y )' \cam'' NG�NE"-hss/ 1-09-05-08 10-09-08 20-09 y 00 �G/ 'T ,�, 34-00 ct 89200PE fir" JOB NAME : 3413-D POLYGON NW - C3 41111111,1011/C"- Scale: 0.1604 r Cr `,�. WARNINGS: G.This a NOIs unless otherwise parameters -37, 7 OREGON h �4./ 1.Balder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameter shown and la Sr an Individual Truss: C3 and Warnings before construction commences. building component.Applicability of design parameter and proper �ytr 2.2r4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the lou Nding designer. /O r 4' (3 O �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top aril bottom cholla to be laterally braced et (r Is the responsibility of the erector.Additional permanent bracing of 2'continuous and at t o'o.c.respectively plywood s braced throughout their length by sheathing such as sheathing(TC)and/or drywel(BC). C7 ri{1 l„ DATE: 11/30/2015 the overall structure Is the responelblity of the building dee4gner, 3.2r Impact bridging or lateral bracing required where shown*+ ! fl 1 L SEQ.: K15 613 0 6 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respectte contractor. fastener are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, destgn loads be applied to any component, and are for"dry condition"of use. T RAN S I D: LINK8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES:12/31/2015 5.CompuTnn has no control over and assumes no responsibility for the necessary. Imbrication,handling,.Mpment and Instailetbn of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Rates shall be located on both faces of truss,and placed so their center November 30,20.1 15 TPIANTCA In BCSI,copies of which wIN be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate hi Inches. MTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 10-11=(-210) 1514 3-11=(-476) 245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 458 11-12=(-140) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1084) 434 12-13=(-240) 1442 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1084) 434 13- 8=(-239) 1444 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-476) 245 8- 9=( 0) 68 7-13=( 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed - 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 T ' +( f Design conforms to main windforce-resisting 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 7-02-12 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00F77 M-4x64 M-3x4 M-4x6 Q 9.00 load duration factor-1.6, 4, ,� Truss designed for wind loads in the plane of the truss only. M-3x4 7-3"3 441111111111111111 O O I r'I -3x5 M-10 15x3 12 0.25" 0.25" M-11 5x33 M-3x5 01 R M-5x8(S) M-5x8(S) (<5\%'D OF��S y7-01 y 6-06-15 y 6-08-03 y 6-06-15 y 7-01 y l �C``5 SNC iN �-� f�jL 1-00 34-00 1-00 �` 89200PE �1-- JOB NAME : 3413-D POLYGON NW - C4 Scale: 0.1602 Ain WARNINGS: GENERAL NOTES, unless otherwise noted. 1110 OREGON j4',/ 1.Builder and erection coMrador should be advised of aN Griner.)Notes 1.This design Is based only upon Me parameters shown and is for an Individual Truss: C4 and Warnings before censhuohen commences. building component,Applkabllity of design parameters and proper f,--. ,...1>L J, 2.2x4 compression web bradng mute be Installed where shown o. Incorporation of component Is the responsibility of the building designer. 2.Design assumes the top ant bottom chords to be laterally braced at 3.Additional temporary brining to Inure stabllay during construction 'O k the responsibility of the erector.Additional permanent bracing of 7 continuous and at 10'o.c,respectivelyply unless bread throughout thele length by '� sheathing such as plywood sheathing(TC)and/or dryaol(BC). -J 6`C7 N'.']`t_� DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown• !1 Fl 1 SEQ.: K15 613 0 7 4.No bad should be applied to any component until after al bradng and 4.Inetelatbn of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and ens for dry condition"of use. 5.CompuTns has no control over and assures no reepondblley ler Its 6.Design assumes full hearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary, fabrication.handling.shipmentand Installation of components. 7.Design assumes adequate drainage Is provided. November 30 6.This design is furnished subJed to the limitations set forth by 8.Plates shall be ionated on both faces of tnss,and Maud Imo their center ,2 015 TPIIWfCA In SCSI.copies of which all be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.)nc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-0868(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 68 2-12=(-313) 1521 12- 3=( 0) 294 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1962) 527 12-13=(-314) 1520 3-13=(-475) 232 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 569 13-14=(-183) 1149 13- 4=(-181) 567 LOADING 4- 5=( 0) 0 14-15=(-334) 1442 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1084) 516 15-10=(-333) 1444 6-14=(-198) 125 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1084) 516 8-14=(-181) 566 TOTAL LOAD = 42.0 PSF 7- 8-( 0) 0 14- 9=(-476) 232 = 8- 9=(-1502) 569 9-15=( 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 = BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD•AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) CCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed - 0.133" ,I ,I 15-11-11 2-00-10 15-11-11 1 1' f I MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" 7-02-12 6-06-15 2-02-00-06-02-02 6-06-15 7-02-12 MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5"/ 1' ' T T l 1 I 1 T 14-00 19-00 1 •f 5 7 ( T Design conforms to main windforce-resisting 12 M-4x6 NM-4x612 system and components and cladding criteria. 9.00 7" q M-3x9Q 9.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 /,', (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-5X8(5) M-5X8(S) in the plane of the truss only. 0.25" .25" 3 O O p 12 13 14 15 +Agiiiiiiiiiiiiiiiik&`r I i -3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 �i M-5x8(5) M-5x8(S) �' D PR OPen � � 06, y y y y y y 1 f 7-01 6-06-15 6-08-03 6-06-15 7-01 ,F.... '''.15) ), ), y �r1-00 39-00 1-00 Q :9200PE JOB NAME : 3413-D POLYGON NW - C5 Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwlee noted: lili Cr 1.Builder and erection contractor should be advised of ala General Notes 1.This design Is based only upon the parameters shown and Is for an Individual I 7� �/ OREGON �o Truss: C 5 and Warnings before oonsiruction commences. building component.Applkabil y of design parameters and proper '(•�1 2.2a4 compression web bredrp must be Installed where shown*. Incorporation of Component Is the rosponsiblity of the building designer. r••3 O� � 2.Design assumes the top and bottom chords to be laterally braced at L 3.Additional temporary bracing to Insure stability during construction 7 o.t.and al fly a.c.respectively unless braced throughout thele length by //��J_ op,. V Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). 4 C7 R DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x lmped bridging or lateral bracing required where shown c e /�!1 4- SEQ. : K 15 613 0 8 4.No bad should be applied to any component unit after ala bracing and 4.Installation of buss Is the responsibNty of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design Wads be applied to an component. and ere for'dry condition"of use. n �7(} T RAN S I D: LINK y 6.Design assumes full bearing at all supports shown.Shim or wedgy It EXPIRES: 1 G/31/G W 5.CompuTnn has no control over and assumes m responsibility for the neeeuary fabrication,handling.shipment and Instillation of components. 7.Design assumes adequate drainage rd provided. 8.This design Is furnished sub)sct to the limitations set forth by 8.Plates steal be located on both feces of truss,and placed so their center November 30,2015 TPIIWTCA in SCSI,copies of which WWI be furnished upon request. Ines ooMdde with joint center lines. m Trus Software 7.6.7 1 L E 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICo feu ( 10.For bade connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246) 204 BC: 2x4 RIDE #1613TR SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 4=( -60) 472 WEBS: 2x4 KDDF STAND 3- 4=(-1748) 460 11-12=(-153) 1254 4-11=(-615) 289 LOADING 4- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD = 42.0 PSF 7- 8=(-1946) 412 12- 7=(-246) 204 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.148" 0 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" ,f 1 f MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" / f f 1' 1' 1' 'f MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 [7 Q 9.00 4,0" Design conforms to main windforce-resisting 5 ,/,1 system and components and cladding criteria. ii Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IIIIIIIIIIIII4,0•0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5x6(5) load duration factor=l.6, Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 4 / ,, allOop.M-1.5x3 3 a 0 o 74Z/M-1.5X3 I -3x5 M-3x4 10.25" M- 3x4 M-3x5 � I i PR M-5 x 8(S) 0 �c„i 0 04.., y 8-08-03 y 8-03-13 y 8-03-13 8-08-03 \ ' f ) ) ) y 1-00 34-00 1-00 ,...k-- 89200PE ZI �C-- JOB NAME : 3413-D POLYGON NW - C6 /{ Scale: 0.1602 x.-J WARNINGS: O. his eNOTEb, untsupotherwise theprametnoted: OREGON �LQ 1.Balder and erection contractor should be advised of ala General Notes 1.This design is based only upon the parameters shown and Is for an Indlvldual b Truss: C6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2s4 compression web bradrg mug be Installed where shown*. incorporation of component Is the reeponsibllty of the bulding designer. '- r,?c;\ 2. 4 Design assumes the top and bottom chords to be laterally braced el14 3.Additional temporary bracing to insure stability during construction 'O O Is the responsibility of the erodo,.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length byiii . continuous sheathing such■s plywood oaredsheething(TC)and/or drywal(BC). rj p'�� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown•• +�1 l SEQ.: K1561309 4.No bad should be spelled to any component untl after a1 bradng and 4.Instillation of tnna Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design bads be spelled to any component. and Sr.for"dry condition"of use. TRANS I D: LINK coB.Design assumes he bearing at al supports shown.Shrm or wedge if EXPIRES: 12/31/2 015 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage 6 provided. November 30 201 5 B.This design is furnished subject to the Strau ions set forth by 8.Plates ahal be located on both faces of truss,and placed so thele center r TPWJrCA in BCSI,copies of which end be furnished upon request. Ines coincide with)oirrt center lines. 9.Digits indicate size of plate In Inches. MTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 BC: 2x4 KDDF ft1&BTR SPACED 24.0" O.C. 2- 3=(-1942) 606 12-13=(-407) 1700 12- 4=(-137) 669 WEBS: 2x4 KDDF STAND 3- 4=1-1720) 593 13-14=(-407) 1700 12- 6=(-611) 212 LOADING 4- 5=( 0) 0 14-10=(-418) 1432 13- 6=) 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1302) 524 6-14=(-605) 197 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1312) 528 8-14=(-125) 665 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-209) 176 = 8- 9=(-1720) 604 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1942) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 ___= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL - 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 f f f Design conforms to main windforce-resisting 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 system and components and cladding criteria. T T T f T T T T f 10-00 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T 7 . ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 5 12 M-4x6 End vertical(s) are exposed to wind, 9.00 F77 M-4x6 Q 9.00 Truss designed for wind loads M-3x8 in the plane of the truss only. c 6 . f M-1.5x3 M-1.5x3 3 + • + Nilh Z O O Cr p 12 13 1 14 is 1� "0 I 1 -3x5 M-3x8 0.25" M-3x8 M-3x5 p h M-5x6(S) '�Cc���} PR4� �V y .1, y ), y 9-07-15 7-04-01 7-04-01 9-07-15 �1`�'J rv- ��� r�il„, k ," ) ,l 1-00 34-00 1-00 �- 89200PE fir- JOB NAME : 3413-D POLYGON NW - C7 Scale: 0.1602 WARNINGS: GENERAL NOTES, unites otherwise noted: Or - OREGON �Cr ladder der and erection contends,should be advised old General Notes 1.This design is based only upon the parameters shown and M for en Indvkual Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper . \� 2.2x4 compression web bradng must be Installed where shown«. Incorporalbn of component is lha responsibility of the bulding daslpner. / q Iry O �4 2.Design women the top and bottom lords to be laterally braced al G 3.Additional temporary bracing to Insure stability during construction 7 o.c.and et 10'o.c.respectively unless braced throughout their length by 416.R ,�J' ' '� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathhng(TC)and/or drywsl(BC). 4I 6.b r 1 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown..... 11 1 1 1 1.- SEQ.: K 15 61310 4.No load should be applied to any component until alter al bradng and 4.Instillation of Wu lithe responsibility of the respectNe contractor. festenen are complete and el no lime should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment. and are for"dry condition"of use. T RAN S I D: LINK deeIgCorep bade be epgled to any component. 6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: I�1 R C C� f /1 5.CompuTrua has no control over and assumes no responsibility for the necessary. EX f-1 R G S:1 2,/31/2 V 1 5 febrk:stlon.hendling,shipnron and installation of components. 7.Design assumes adequate drainage is provided. 1.I1 Queme r b3Q /� J L 8.This design Is furnished subject to the limitations act forth by 8.Plates shat be located on both faces of truss,and placed so their center I� ,ZU TPWVICA in SCSI.copies of which win be furnished upon request. Ines coindde with Joint center lines. Mich USA,Inc.fCompuTrua Software 7.6.7(1L)-E 10.For Digits ooln,ete ntor plate aiign values piste design values ue ESR-1311,ESR-19813(MlTsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-291) 1505 3-11=(-219) 211 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-1942) 492 11-12=1-274) 1698 11- 4=(-122) 659 WEBS: 2x4 KDDF STAND 3- 4=(-1720) 474 12-13=(-274) 1698 11- 5=(-596) 183 LOADING 4- 5-(-1300) 440 13- 9=(-339) 1432 12- 5=( 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1301) 453 5-13=(-594) 162 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=(-106) 658 TOTAL LOAD = 42.0 PSF 7- 8=(-1720) 494 13- 8-(-218) 199 8- 9=(-1942) 510 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -240/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed - 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL - -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 1' 1. T T 5-01 4-10-11 7-00-05 6-02-05 1-00 4-08-11 5-01 Design conforms to main windforce-resisting f 1 f . .. . f f system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, f - -- f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x66 M-4x6 12 load duration factor-1.6, M-3X8 _ End vertical(s) are exposed to wind, 9.00 74 5 Q 9.00 Truss designed for wind loads wowin the plane of the truss only. M-1.5x3 M-1.5x3 3 +. + N 0 111111" ' 0 Cr trl] 1 11 12 ' 13 0 0 of -1M-3x5 M-3x8 0.25" M-3x8 M-3x5 0l M-5x6(5) 90 PR()Fe , y y y y .X4GIN �s /9-07-15 7-04-01 7-04-01 9-07-15 C0jCQ A_y y y y � 1-00 34-00 1-00 "<" 89200PE Vic- JOB NAME : 3413-D POLYGON NW - C8 Scale: 0.1852 �'` ! _,-- I.Builder GENERAL NOTES, unless olhise parameters I, OREGON �� I.Suldar and erection contactor should be advhed of all General Notes 1.This deelgn la based only upon the parametere shown and Is for an Individual Truss: C8 end Wamings before constriction commences. building component.Applicability of design parameters and proper 'r 2.2a4 compression web bracing must be Installed where Mown r, Incorporation of component Is the responsibilityof the bufbing designer. /'r ..4/k T 12- .)\ �4 2.Design assumes the top and bottom dards to W laterally braced at 3.Additional temporary bracing to Insure stability during construction e Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end et I P on.respectively untie.braced throughout their length by DATE: 11/30/2015 the overallst acture Is the re continuous sheathing such ss plywood sheathing(TC)andlor drywel(BC). pi Rio sponsiMlty of the building designer, 3.2x Impact bridging or lateral bracing required where shown•• f'�fl L SEQ. : K 15 61311 4.No Had should be applied to any component until after al bradng and 4.Installation of truss la the responslblly of the respective coMredor. fasteners aro complete and at no time should any beds greater than 5.Design assumes trusses ere to be used M a noncorrosive environment, design bads be applied to any component. end ere for"dry condition"of we. TRANS I D: LINK 5.CompuTrus has ro control over and assumes no reaponsiblliy for the 6.Design assumes full bearing at el supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. �j febrlutbn,handing.shipment and Installation of components. 7.Deeign assumes adequate drainage H provided. N oven be r 30,2015 8.This design Is fur iehed sub)ed to the limitations set forth by e,Plates*hal be located on both faces of tons,and placed w their center TPIWrCA In SCSI,copes of which w11 be furnished upon request. Ines coincide with)olnt anter bees. 9.Digits indicate size of plate In Itches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.Fa basic connector plate design values see ESR-1311,ESR-1968(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 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3056) 514 14-15=(-282) 2304 14- 4=( -108) 46 WEBS: 2x4 KDDF STAND 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=( -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4466 15- 5=( -224) 1254 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2318) 460 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 814 18-12=(-954) 4966 6-16=( -146) 1030 TOTAL LOAD = 42.0 PSF 7- 9=(-4666) 1026 16- 7=( -724) 286 8- 9-) 0) 0 7-17-) -418) 766 NOTE: 2x4 BRACING AT 24"0c UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 34'- 0.0" V 10-11=)-6550) 1382 17-10=(-1488) 418 11-12=(-6616) 1366 10-18-) -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=( 0) 68 18-11=) -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:2,4,6-7,10,14 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -393/ 2254V -157/ 157H 5.50" 3.61 KDDF ( 625) ' 34:- 0.0" -990/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) J, ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed - 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HOAR. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 T 1 ., 1' 3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-0903-073-01-06 3-09-19 Design conforms to main windforce-resisting jr .r f ( 1 ,r f .1 .f 1 . system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5960 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 B M-4x6 12 load duration factor=l.6, End vertical(s) are exposed to wind, 9.00 1,27 5 6 7 ''\19.00 Truss designed for wind loads �+ in the plane of the truss only. S M-1.5x3 + 0 M-1.5x3 3 1 • 0 0 I 1 14 15 1 n 1 18 , , 3 O I M-3x8 25 M-3x8 M- 8 0l M-7x8(S) M-7x8 'gip PROS ), ), ), ), tiy3025# ), IN icy `,, 1-00 6-02-12 1-05-03 9-04-01 34-00 9-04-01 1-05-03 6-02-12 1 00 N ''<., d9 27 Or89200PE 1-- JOB NAME : 3413-D POLYGON NW - C9 .�" ./ .-- Scale: 0.1834 . t. WARNINGS: GENERALNOTES, unless ontheparnoted: OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual s�.. 44/ Truss: C 9 and Warnings before conetrudion commences. building component.Applicability of design parameters and proper ft/ f 2.2,4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer, ,�"� 'I 4s �_ +.s,,, 3.Additional temporary bracing to Ensure stability during construction 2.Design assumes the top end bottom chords to be'Mersey braced al 1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f"S R 1 t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown+-r- SEQ.: ! it S 5' K 15 61312 4.No load should be applied to any component until after al bradng and 4.Installation of truss Is the responsibility of the respective contractor. 4'' fasteners aro complete and at no time should any loads greater than 5.Design assume.trusses ere to be used In a non-corrosive environment, design Wads be applied to any component. and are for"dry condition"of use. 12/31/2015 ry J�]i �']j'�i '�'RAN S I D: LINK 6.Design assumes full beering al all supports shown.Shim or wedge If P I R I Gf+7 I/L1J I 5.CompuTnn has no control over and assumes no responsibility for the necessary. fabrication,hendling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. November be r e]f1•]!14 G 8.This design is furnished subject to the limitations set forth by S,Plates shall be healed on both faces of truss,and placed so their center '�1 U JU r L U I J TPIANI-CA in SCSI,copies of which v48 be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate else of plate In Inches. MiTek USA,inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311.EBR-1888(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x4 KDDF STAND 3-4=( -28) 40 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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=-0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL= -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL= 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" 1. MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 4 -, Design conforms to main windforce-resisting ° system and components and cladding criteria, M-4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=1.6, 11:11111. I End vertical(s) are exposed to wind, o Truss designed for wind loads in the plane of the truss only. J N isa. 7 •-i t- Al7, , ���II r M-1,5x4 01 10-3x4 1 M-3x9 M-3x5 y y y y 2-03-12 4-11-04 0-09 y 1-00 y 2-05-08 y 8-00 5-06-08 y (�, O PR Q � �]�►4 N ,,' (PROVIDE FULL BEARING;Jts:2,4,7 I ty re 89200PE v -- ..:�• JOB NAME: 3413-D POLYGON NW CJ2 _1�.• • /r' /ry.. Scale: 0.5126 1) /� `�C. WARNINGS: GENERAL NOTES, unlees otherwise noted: "37., A_OREGON 1.Bolder and erection contractor should be advised of ell General Notes 1.This design le based only upon the parameters shown and Is for an Individual 1."' .ol !,I Truss: CJ2 and Wamings before construction commences. building component.Applicability of design parameters and proper r i 4 V s 2.2x4 compression web bracing most be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l R I t- Isthe responsibility of the erector.Additional permanent bracing of 2'o,c,and at a,c,respecaly unless braced throughout their length by 1r continuous sheathing such es plywood sheething(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 bredng required where shown++ SEQ.: Ki5 61313 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reeponsibillty of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. EXPIRES:12/31/201 TRANS I D: LINK design bads be applied to any component, 6.Design assumes toll bearing at ell supporta shown.Shim or wedge 1} November 30,2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed ao their center TPUWTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MTek USA,lnc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Ill&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF 6l&BTR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x4 KDDF STAND 3-4=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0,68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL= 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL= -0.023" @ 2'- 3.8" Allowed = 0.359" 4 T MAX LL DEFL= 0.000" @ 7'- 3.0" Allowed = 0.078" -,' MAX TL CREEP DEFL= 0.000" @ 7'- 3.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 12 0 MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. <,. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ci load duration factor=1.6, M-4x6 o End vertical(s) are exposed to wind, 3 c Truss designed for wind loads Oin the plane of the truss only. iniiiiminum...._ o [ _ o M-1.5x4 oI �' M63x4 0 o M-3x4 M-3x5 l l 1' 1' 2-03-12 4-11-04 0-09 D PROFpS y 1-00 y 2-05-08 y 8-00 5-06-08 y �� G;IN �y s/ (PROVIDE FULL BEARING;Jts:2,4,7 I p. "'T 0.0, ��,.r.. 89200PE 9c' JOB NAME: 3413-D POLYGON NW - CJ3 - /,�i " r Scale: 0.4666 ��"�" /1� �' WARNINGS: GENERAL NOTES, unless otherwise noted: pj OREGON y� �� 1.Builder and erection contractor should be edvlsed of al General Notes 1.This design Is based only upon the parameters shown and Is for an kdivdual Jr -1,' f�V�� Truss: CJ3 and Warnings before construction commences. bulding component.Applicability of design parameters and proper "O 'I k '�4 O\ 2.2r4 compression web bracing must be instilled where ahem+. Incorporation of component la the responsibility of the budding destpnar. „/"`�"""///I r(.}„ 2.Design aaaume■the top and bottom chola to be laterally braced et R R I�r �,J 3.Additional temporary bracing to Insure atablltty during construction 7 o.c.and at 10'c.c.respectively unless braced throughout their length by O- la the responsibility of the erector.Additional permanent bracing of continuous sheathing such tie plywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ SEQ.: K 15 61314 4.No bad should be applied Is any component until after el bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment and ere for"dry condition"of use. EXPIRES: 12/31/2.015 T RAN S I D. LINK design bads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If November30,2015 fabrication,handling,shipment and Installation of components. 7.Design necessary.n assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by H.Plates shal be located on both faces of truss,and placed so their center TPSWTCA In BCSI,copies of which will be famished upon request. Ones coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector pieta design vsluee see ESR-1311.ESR-19136(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-6=(-230) 310 6-5=1 0) 18 BC: 2x4 KDDF cal&BTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 2x4 KDDF STAND; 3-4=(-122) 92 3-7=(-482) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 POP Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" 1' 1' MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" 11 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads '-I in the plane of the truss only. co 0 u) M-4x6 3 �O 0 Inmmillimmommommommiiimm 0 7 =. -! 1 MI r M-1.5x4 d MIAMMEMEM oi '''''' M13x4 0 o M-3x4 M-3x5 y 2-03-12 l 4-11-04 y0-09 y �( 0 P R OF�CS y 1-00 y 2-05-08 l 8-00 5-06-08 y C�.`�� N 3 tN,EFR s'--.0„.._ 'PROVIDE FULL BEARING;Jta:2,7,4 I "r./ 89200PE r • JOB NAME: 3413-D POLYGON NW - CJ4 •.4,0001°,00. w: Scale: 0.3929 40 Cr' WARNINGS: GENERAL NOTES, unless otherwise noted: "per A OREGON4/ 7.Builder end erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for en Individual t.. ` Truss: CJ4 end Warnings before constriction commences. building component.Applicability of design parameters and proper ,O !' 14, O A 2.2s4 compression web bracing mud be installed where shown•. incorporation of component Is the responsibility of the building designer, (]�� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at '�R �` C= is?‘ the responsibility of the erector.AddBlerul permanent bracing of 7 o.c.end et 117 o.c.re ct,en ply union braced throughout their length by fes; RIO, DATE: 11/30/2015 the overall dnxhaa Is the responaibioy of the building designer. co impact sheathing bridging or such es acing re aired sheathing(TC)ownand/•r dryweN(8C). 3.�Impact bridging or lateral bracing required whore shown SEQ.: K1561315 4.No bad should be applied to any component until after ail bradng and 4.Installation of truss Is the responsibility of the respective contractor. festenero aro complete and at no time should any loads greater than 5.Design assumes tnieses ere to be used In a noncorrosive environment, EXPIRES: E {r� r'��}{ T RAN S ID: LINK design loads be spilled to any component. end are for"dry condition"of use. EXPIRES. !2/31/2 0 15 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing el ail supports shown.Shim or wedge If necessary. November 30,2015 imbrication,handling,shipment end Installation of components. 7.Design assumes'claques dramege la provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed es their center TPIANFCA In SCSI.copies of which w1N be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plata In Inches. M(Tek USA,Inc./CornpuTrus Software 7.6.7(1 L)-Z to For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL= -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL= 0.026" @ 7'- 3.0" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a. load duration factor=l.6, End vertical(s) are exposed to wind, I Truss designed for wind loads o I in the plane of the truss only. r M-4x6 3 ... .. ._____ ,,,,,/ _... 9 ..... � N M-1.5x4 M23x4-3x4 M-3x5 y ,6 ). 2-03-12 4-11-04 0-09 D PR°Fe y y ), ), �ti Ss 1-00 ,, 2-05-08 7-06-03 , , �,�`� e GIN k••• !0Z 8-00 1-11-11 .y. 'PROVIDE FULL BEARING;Jts:2,8,9,5 I �•" 89200 P E• C'' JOB NAME : 3413-D POLYGON NW - CJ5 . Scale: 0.3317 10 • 'moi• WARNINGS: GENERAL NOTES, unless otherwise noted: -� ON Ix 4�J I.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Shawn and Is for en Individual �O ' n O �� Truss: CJ5 and wemings before construction commences. budding component.Applicability of design parameters and proper G • 2.2o4 compression web bradng must be Installed where shown.. Incorporation of component Is the responsibility of the buNding designer. 11. 3.Addition)temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chards to be laterally braced at & R �� �,7 b the responsibility of the erector.Additional permanent bracing of 7 o.c.and al 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overal structure la the responsibility of the building designer. 3.24 Impact bridging or lateral bradng required where shown.. SEQ.: K 15 61316 4.No bad should be eppbed to any component until after aN bradng and 4.Installation of truss Is the responsibility of the respective contractor. EXPIRES: r� fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses are to be used ins non-corrosive environment and are for"dry condition"of use. 1 r���3 I2 design bads be applied to any component, TRANS I D: LINK 015 8.Design assumes full bearing at asupports sown.Shim or we N hdge If 5.CompuTrce has no control over and assumes no responsibility for the necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shah be boated on both faces of truss,and placed so their center TPI WTCA In SCSI,copies of which WIN be furnished upon request. Nnes coindde with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic conceder plate design values see ESR-1311 ESR-1988(MITek) This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-167) 274 7-6=( 0) 18 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-361) 68 6-8=(-256) 413 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-284) 245 3-8=(-426) 263 LOADING 4-5=(-102) 49 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 447V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' '1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -/ MAX LL DEFL = -0.020" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9 177 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, d' End vertical(s) are exposed to wind, I Truss designed for wind loads 00 in the plane of the truss only. 0 m M-4x6 �r ! IINIMENSfts.- I • 1 /,,,/ M-1.5x4 x4 M 3x4 M-3x5 2-03-12 y 4-11-04 0-09 �� .p P R D,�es ; ), l l GINE s,� 1-00 , 2-05-08 9-06-03, y {GN 6 Q 8-00 3-11-11 '�L 7,„, 'PROVIDE FULL BEARING:Jts:2,8,4,5 I �` 89 2 0 O P E JOB NAME: 3413-D POLYGON NW - CJ6 ..414111101r (e j Scale: 0.2919 • ' ,, WARNINGS: GENERAL NOTES, unless otherwise noted. III ,OREGON �� 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an IndNldual /.01. �O� � Truss: CJ6 and Wemings before construction commences. building component.Appilubllty of design parameters and proper !' 2.2x4 compression web bradng must be Instated where shown+. incorporation of component b the responsibility of the building deNpner. ,(� s 3.Additional temporary bracing to Insure stability during construction is 2.Design assumes the lop and bottom chords to be lateraly braced at �~ R'4 Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end al 10'o.c.respectively unless braced throughout their ngth by �L; 1� continuous sheathing such as plywoodd DATE: 11/30/2015 the overall structure Is the responsibility ty of the building designer, q and%or dryoal(BC). 2x Impact bridging or lateral bluing requirit a ed where whore shown hown++ SEQ.: K1561317 4.No bad should be applied to any component untl after all bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, EXPIRES: 12/31/2015 design bade be applied la any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes Nn bearing el el supports shown.Shim or wedge If 5.CompuTrus Ms no control over and assumes no responsibility for the necessary. November 30,2015 fabrication.handling.shipment and Installation of components. 7.Design assume.adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center TPkWICA In SCSI,copies of which will be furnished upon request. Ines coincide with)oIM center lines. 9.Digits Indicate size of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design vsfuss sse ESR-1311.ESR-1988(MITsk) 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 #1013TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 177 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o � - en o � M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 .C‘<<'" P R n,��ss w~0 tiN �2 GfN� I? 89200PE JOB NAME : 3413-D POLYGON NW - J1 ,,, , #1.7-/- Scale: 0.5751 ��rnsa •�� -.nu" WARNINGSCr 1.Builder: GENERAL design Is unless on the otherwise noted: =c3' 47 OREGON 27" 1.Binder and erection contractor should be advised of all General Notes 1.This destgn Is basad only upon the parameters shown and Is for an Indlvklwl r♦Y Truss: J1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. incorporation of component la the responsibility of the building designer. / 'Q 2 O� 2.Design assumes the top and bottom chords to be laterally Mold at L 3.Additional temporary bracing to Insure stability during construction O t Is the responsibility of the erector.Additional permanent bracing of o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). `.R R 10_ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.ix Impact bridging or lateral bracing required where shown++ I 1 SEQ.: 1<15 613 2 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTnro has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shovm.Shim or wedge If EXPIRES: 12/31/2015 necessary. be fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. N OVe r11 Ue r 30,2O 15 8.This design is furnished subject to the limitations set forth by 8.Plates shel be located an both faces of truss,and placed is their center TP WYTCA in SCSI,copies of which will be furnished upon request. Knee coincide with Joint canter lines. 9.Digits indicate acts of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1989(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-7B) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0^ TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" 9 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL - -0.017" 9 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL - -0.032" 8 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116^ 9 4'- 4.8^ Allowed - 0.472" 3-11-11 f f MAX HORIZ. LL DEFL - -0.000" 8 3'- 10.9" MAX HORIZ. TL DEFL= 0.000" 8 3'- 10.9" 12 9.00 [ 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. 0 I Wind: 140 mph, h=20.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 1.0 O 0 I (v1 0 ,-.1 [ 0 1 M-3x4 J' J' l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 G��D P R OF�U ��5� ANG 1 N Eh' `9 ,•0, 89200PE 17_,JOB NAME : 3413-D POLYGON NW - J2 �/ Scale: 0.5501 ' :e Am,. WARNINGS:sldarQ.This GENERAL design unless onhh parise ameters 37� , OREGON N. tk �Z I I.BuAder and erection contractor should be advised of ant General Notes 1.Thi.design Is based only upon the paramelen shown and Is for an individual Truss: J 2 and Warnings before construction commences. buNding component.Applicability of design parameters and proper 2.2x4 compress..web bracing must be installed where shown+. incorporation of component Is the responulbNity of the building designer. 2 3.AddNlunal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O 4.t LO �� Is the responsibility al the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by '� continuous sheathing such as plywood eheathing(TC)ends drywef(BC). L'�(") DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2M Impact bridging or lateral bracing required where shown++ !�f, 4 SEQ.: K1561321 4.No Wad should be applied to any component unlit alter aN bradng and 4.Installation of(ruse la the responsibility of the respective contractor. fasteners are complete and at no time should any Wada greater than 5.Design assumes trusses ere to be used In a non corrosive environment, T RAN S I D: LINK design Wads be applied to any component. end are for"dry condition'of use. 5.CompuTrus has no control over end sesames no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge I! EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design uns,,,, adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plato shall be located on both faces of truss,end placed so their center November 3fl,2 Jr TPWVICA in BCS(,copies of vfiich W.be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA.Inc.lCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR"1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-123) 107 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 PIE 0'- 0.0" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) B'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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" @ 0r- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 (14 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 1 8-00 fg) PROFFS 6) s�C� =9200PE• yr" JOB NAME : 3413-D POLYGON NW - J3 Scale: 0.4979 WARNINGS: GENERAL NOTES, unless atherorlse noted: OREGON C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 174. „/ OREGON *, �'� Truss: J 3 and Vwmings before construction commences. building component.Applicability of design parameters and proper (� f.V` 2.244 compression web bracing must be installed where shown". Incorporation of component Is the responsibility of the building designer. �O Y 14 t 2.°N O` �-- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unlesschobraceda be laterally braced at G Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively throughout their length by continuous sheathing such es plywood sheathing(TC)and/or drywal(BC). r'1 R I .- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2(Impact bridging or lateral bracing required where shown•. (�j-1 SEQ.: K 15 613 2 2 4.No load should be applied to any component until cher all bracing and 4.Installation of truss la the responsibilty of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 2 30 8.This design Is furnished subject to the limeanons set forth by 8.Plates shall be located on both faces of truss,and placed as their center , 015 TPWVTCA ht SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. M iTek USA,Inc./ComJxtTrus Software 7.6.6(1 L)E 10.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 B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4={0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX 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" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) 0-4 t LL - 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD I5 A MINIMUM OF 10 PSF. 'C OND. 2: Design checked for net(-5 pet) uplift at 24 "cc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.456" 9 4'- 9.0" Allowed = 0.624" ,r ,( MAX TC PANEL TL DEFL = -0.467" 9 4'- 6.0" Allowed = 0.935" 3 MAX HORIZ. LL DEFL = -0.002" 9 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" 9 7'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11111°11. (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only.0 0 ° 1 0 1 � I. 111111111111 �� 4 I M� 0 1 M-3x4 y 1-00 8-00 y ����� P R OP�ss 'PROVIDE FULL BEARING;Jts:2,4,3 I ,'' N G I N �- /c0 �A `r 89200PE -57 89200PE JOB NAME : 3413-D POLYGON NW - J4 ,1111017 Scale: 0.4357 1 1141" • WARNINGS: GENERAL NOTES, unless otherwise noted. ii. 7 n_OREGON �Z. of 1.Builder and eredlon contractor should be advised all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual G ".., �OA,, Truss: J4 and Warnings before construction commences. buflding component.Applicability of design parameters and proper `V0A. 2.2x4 compression web bracing mull be installed where shown•. Incorporation of component is the responsibility of the building designer. ,/614' 3,Addrtlonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et (" c 7 o.c.and at 10'op.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of C-. continuous sheathing such ee plywood sheathing(TC)end/or drywell(BC). 4/GR R 1` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• ! L SEQ. : K1561323 4.No load should be applied to any component until eller all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment. TRANS I D• LINK design bads be applied to any component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility lur the 6.Design assumes lull bearing at an supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessa, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPIIWTCA In BCSI.copies of which will be furnished upon request. lines coincide With Joint center Ones. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 992V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 129.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. ,,,,/ x4 PR y 1-00 y 8-00 y 1-11-11 y .(.5..' �G opFcS'�f,/y 'PROVIDE FULL BEARING;Jts:2,5,3,4 I t \.,.... �",`' j) l/.0. 89200PE 7.... JOB NAME : 3413-D POLYGON NW - J5 _; / Scale: 0.4026 WARNINGS: GENERAL NOTES, unless otherwise noted: )r OREGON �Cr 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual f+�' k A Truss: J5 and Warnings before construction commences. building component.Applcability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporetlon of component Is the responsibility of the building designer. q n O 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at O '�4 G ra. Is the real bllly of the erector.careAddstability nal permanent bracing of 7 o.c.and et 10 o.c.respectively unless braced throughout their length by '(�C_ continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). M1R IO- DATE:: 11/30/2015 the overall etruchxe Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (�R 1.� SEQ.: K 15 613 2 4 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastener are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and ars for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November m L,e f 3O e.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I\ U J ,20.15 1 TPVWrCA In BCS(.copies of whbh All be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICompuTrua Software 7.6.6(1L}-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #103TR SPACED 24.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 ROOF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 Wind: 140 mph, h23.7ft, TCDL-4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, Truss designed for wind loads in the plane of the truss only. ,,/ 5 Me.eal O M-3x4 1-00pp y 8-00 ) 3-11-11 y '<(- - PROINE `r• S (PROVIDE FULL BEARING;Jts:2,5,3,4 I ....4, -Y 4/7 lir ter" JOB NAME : 3413-D POLYGON NW - J6 Sale: Sia -'� .i.. WARNINGS: GENERAL hsdslots b unless upon the ise parameters - 4,OREGON f� ,14/ Zcp , 1.Builder and erection contractor should be advised of all General stoles t.This design is based only upon the parameter shown and is for an Individual �fff/rrr"' V` Truss: J6 and Warnings before construction commences, building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the budding designer. �- (7 O` �� 2.Design assumes the top and bottom chords to be laterally braced at G 3.Additional temporary bracing to Insure stability during construction 7 o.c.and at IS o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywah(BC). M (J 1"�1 4, DATE: 11/30/2015 the overall structure Is the responsibNlty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( n L+ SEQ.: K1561325 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• L INK design bads be applied to any component. end are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:12/31/2015 necessary. fabrication,handling,shipment and Installation of component.. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center November 30,201 5 TPUWTCA in SCSI.copies of which will be furnished upon request. hnea coincide with joint center lines. 9.Digits indicate We of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(11.)-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 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13 - 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. /,7 J, y ), y ���D PRp� Sits 1-00 8-00 5-11-11 <0 .4G c 'gyp (PROVIDE FULL BEARING:Jus:2,6,3,4,5 I .44 17 89200PE r'' JOB NAME : 3413-D POLYGON NW - J7 , Scale: 0.3133 _Q �7' J WARNINGS: GENERAL NOTES, unless otherwise noted: �[_,",/ 1.Builder and eredbn contractor should be advised of a1 General Notes 1.This deel9n is based only upon the parameters shown and is for en Individual -p OREGON t, '� Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper j. ► 1' 2.Di4 compression web bracing must be Metalled where shown.. Incorporation of component la the responsibility of the building designer. /r -1)- 2 O) �4 2.Design assumes the top and bottom chords to be laterally braced el �], L 3.Additional temporary bracing to Insure stability during construction T r lathe responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10'o.e.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). ,G"rt]R 11-..N` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown.. !�� SEQ.: K 15 613 2 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, design beds be applied to any component. end ere for'dry condaion-of use. TRANS I D: LINK8.Design assumes NI bearing al al aupports shown.Shim or wedge if EXPIRES: 12/31/2015 5.CompuTrus hes no control over end assumes no responsibility ler the ncas>ery. fabrication,handling,ehipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30 15 8.This design Is lurniehed eubJact to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center lJ r 2Q TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate slue of plate In Inches. M iTek USA,Inc./C ompuTrus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 4278 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 21BV 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" V/ I Design conforms tomainwindforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 00 Exp.B, MWFRS(Dir), M-3x5(5) o 1 cv ♦+ 0 r l = I M-3x4 �`��0) P R ore ss y y y y N5 NGINEk" ''� 1=00 8-00 7-11-11 d) /i, (PROVIDE FULL BEARING;Jts:2,6,3,4,5 JOB NAME : 3413-D POLYGON NW - J8 (��" Scale: 0.2745 ' (t` WARNINGS: O.ThIsAe NOdesign la , unless onhhe ise parameters `�c7� 47 OREGON qtr I.Builder and erection contractor should be advised of all General Notes 1.Thle deelgn le based only upon the parameters shown and Is for an Individual J Truss: J8 and Warnings before construction commences. budding component.Applicability of design parameters and proper \ 2.2x4 compression web bracing muet be installed where shorn•. Incorporation of component is the responsibility of the budding designer. /e '� 4 O �4 3.Addlbonel temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at O 1 Is the respene,bdrly of the erector.Additional permanent bracing of 7 o.c.end et 10'o.c.respectively unless braced throughout their length by '(� continuous sheathing such as plywood sheathing(TCI and/or drywal(BC). M�(7 A k` DATE: 11/30/2015 the overall structure is the responsibility of the bulling designer. 3.2x Impact bridging or lateral bracing required where Mown•• f�I l{L� SEQ. : K 15 613 2 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any Iced&greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design beds be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no reepensibllity for the 6.Design assumes full bearing et all supporta shown.Shim e,wedge If EXPIRES: 12/31/20 1 5 necessary, febrlcation,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. B.This deelgn Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss.and place/so their center November 30,201 5 TPIANTCA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 KDDF #11,BTR SPACED 24.0" O.C. 2-3=(-27) 19 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" -73/ 248V 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 " LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.003" 0 -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL- -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL= -0.000" 9 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL - -0.000" 0 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" 0 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" 0 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -1 End verticals) are exposed to wind, Truss designed for wind loads N in the plane of the truss only. I M O O M-3x5 y y y 1-00 1-00 rA`c.� N6I N � /,„ 'PROVIDE FULL BEARING;Jts:2,3,4 I t,v "Y ct` 89200PE r'` JOB NAME : 3413-D POLYGON NW - EJ Scale: 1.1020 /� WARNINGS: GENERAL NOTES, unless otherwise noted: 7, ".OREGON t„ ,L,/ 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and le for an Individual 2�\ ,��- Truss: E J and Warnings before construction commences. building component.Appliceblmy of design parameters and proper '0 !1 r 14 s 2.2v4 compression web bradng must be installed where shorn*. Incorporstlon of component Is the responsibility of the building designer. ,-/AAAA 3.Additional temporary bracing to insure atabillty during construction 2.Design assumes the lap end bottom chords to be laterally braced at �R I�..� 7 is the responsibility of the erector.Additional permanent bracing of o.c.and al 10'o.c,respectively unless braced throughout their length by continuous sheathing such es plywood sheathing(TC)endfor dryw,A(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ SEQ.: Ki5 613 2 8 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Dee/fin assumes trusses are to be used In a noncorrosive environment. EXPIRES: 12/31/2015 TRANS I D: LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTms has no control over and assumes no reaponslbllity for the 6.Design assumes full bearing at ail supports shown.Shim or wedge If necessary. November 30,2015 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which w15 be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311 ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. O � 1 M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 l p PROFS, LYS -44 0NC�INEfi'`'' f�2 :9200PE JOB NAME : 3413-D POLYGON NW - SJl ,�'' . Scale: 0.6696QIIIIIIIPP (� WARNINGS: GENERAL NOTES, unless othenvlsenoted. OREGON 1 I.Builder and erection contractor should be advised of al parameters shown Notes 1.This design Is based only upon the parameteshown and Is for an Individual 40 Truss: S J 1 and Warnings before construction commences. buildup component.Applicability of design parameters and proper �. ' `r the responsibility of the aredar.Additional �� 2.204 compression web bracing must be Instated where shorn /O•. Incorporattan of component la the asponsibUty of the bras ldinp designer. ° '' r 2 O �4 3.Additional lempoary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to W'Morally brand at 4 r G- permanent bracing of 7 end at 117 o.c.respectively unless braced throughout their length by continuous uous sheathing such as plywood sheathing(TC)endror drywel(BC). '!&`w L'!�) DATE: 11/30/2015 the overall stnwture Is the responelbllly of the binding designer. 3.20 Impact bridging or later&bracing required where shown++ 1 1 L= SEQ.: K 15 613 2 9 4.No bad should be applied to any component until after all badng and 4.Installation of truss Is the responsibility of the respective comrador. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. TRANS I D" LINK design bads be applied to any component. end are for"dry condition-of use. 5.CompuTrus has no control over end sseumes no responsibility for the 8.Design assumes full bearing&all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November m be r 30 201 C 8.The design a furnished subject to the imitations set forth by 8.Plates shall be touted on both taus of truss,and placed so their center 14 u J ,L I J TPVWfCA In SCSI,copes of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-40) 36 1-3-(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -15/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -35/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. (BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.123" 12 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.184" 9.00 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=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. koi I' I o 10020 3I M-3x9 l 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 v0 PR()Fe, `Ss 89200PE p�" • JOB NAME : 3413-D POLYGON NW - SJ1Xr • Scale: 0.7393 w� ry. WARNINGS: GENERAL NOTES, unless otharwhe noted: OREGON *L. 1.Builder and erection contractor should be advised o1 ail General Notes 1.This design Is based only upon the parameters shown and Is for an individual " ,/ t,„4", , Truss: S J 1 X and Wemings before construction commences. building component,Applicability of design parameters and proper �£f 2.Sod compression web bracing must be installed where shown«. if of component Is the respornlbllty of the building designer, 14 (2-°` 1 In � 3.Additional temporary bracing to sure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at O t Is the responsibility of the erector.AddAlonsl permanent bracing or 2'o.c.and et 10'o.c.respectively unless braced throughout their length by DATE 11/30/2015 the overall•smlure Is the re continuous sheathing such a plywood sheathing(TC)and/or drywel(BC). �/ r 1 P{1 L responsibility of the building designer. 3.2a Impact bridging or lateral bndng required where shown++ 1�Fl 1 L� SEQ. : K 15 613 3 0 4,No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responibllty of the respective contractor. hardeners are complete end el no it,,,should any bads greater then 5.Design assumes trusses are to be used In I noncorrosive environment, T RAN S I D• LINK deign loads be applied to any component. end are tar'dry condition"of use. • 5.CompuTr s hes no control over and assumes no responsibility for the B.Dealgn assume.full bearing at all aupporla shown.Shim or wedge if EXPIRES: 12/31/2015 2131/2015 necessary. h fabrication,handling,shipment and installation of components. 7.Deign assumes adequate drainage Is provided. November�]J/1 V 6.This deign le furnished subject la the timitetlons set forth by 6.Plates shall be betted on both faces of truss,and placed so their center ,2015 TPUWACA let 1151.copies of which wIN be furnished upon request. Anes celndde with Joint center lines. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-EE 10 FoItbasiciccoo�e�taor plate gnhes. p aqn values see ESR-1311.ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. (ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" 12 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 17 MAX BC PANEL LL DEFL - 0.002" @ 1'- 0.1" Allowed = 0.054" 3 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL - -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . load duration factor=l.6, 0 I Truss designed for wind loads in the plane of the truss only. 0 M 0 rrigAIIIIIIIIIIIIII I [ -/ M-3x4 J' ), y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 1 � ,p P Rip�.'es �`c - 1AGINE- S. 2 cc 89200PE �r" JOB NAME : 3413-D POLYGON NW - SJ2 AP. ,/; . "'" Scale: 0.6592 "'a = WARNINGS: GENERAL NOTES, unless otherwise noted: '�I OREGON �(/- 1.Builder and erection oontrector should be advised dal General Notes 1.This design is based only upon the parameters shown and Is for an Individual GO�� � Truss: SJ2 and Warnings before construction commences. bulding component.Applicability o/design parameters and proper 2.2M compression web bracing must be Metalled where ettowat�. Incorporation of component Is the responsibility of the butding designer. /# q 3.Additional temporary bracing to insure stability during construction 2 Deign assumes the top and oelybottunless chords to be throughoutaterally t braced at O �. �y Is the respomlbllly of lin erector.Additional permanent bracing of 7 o.c.and at es o.c.respectively braced their length by Ate' '(� _ continuous sheathing such es plywood shesthing(TC)and/or drywal(BC). "-/fi'C7 RIO, DATE: 11/30/2015 the°versa structure Is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where Mown•• !7 SEQ.: K1561331 4.No bad should be applied to any component unto eller al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In e non-corrosive environment, design hada be applied to any component. and are for"dry condition"of use. TRANS I D: LINK8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2015 5.CompuTnrs has no control over and assumes no responsibility for the necessery. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30 8.This design N furbished subject to the Imtetioos set forth by 8.Plates shall be located on both laces of truss,and placed so their center ,2 015 TPWVTCA In SCSI,copies of which oil be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate of MT ek USA.Inc.ICompuTrus Software 7.6.6{1L)-E 10.For basic connectorpisteInches. pis design values see ESR-1377.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. Design conforms to main windforce—resi sting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 3 4.00 " v 2 l////////////////////////////////////////f//t/////////////////////////////////////////// O / 4 M-3x4 -00 11-06-08 PROir 89200PE JOB NAME : 3413-D POLYGON NW - P1 ASIP,1e: Scale: 0.5806 WARNINGS: .GENERAL NOTES,la b uny up n the ise parameters D 47 OREGON fit(// 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters Mown and is for an Individual Truss: P1 and Warnings before conMuction commences. building component.Applicability of design parameters and proper A 2.2.4 compression web bracing must be installed where shown., incorporation of component la the responsibility of the building designer. /° ?.0` 3.Addllieee temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et O 14 Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by //��/J continuous sheathing such as ptywood sheathing(TC)and;or drywetl(BC). �! fi R 1 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required%tete shown t• f� SEQ.: K1561332 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and al no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assume.no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment end installation of components. 7.Design essuNovember mes adequate drainage is provided, 30 201 5 B.This design Is furnished subject to the limitations set forth by 6.Platen shell be located on both faces of truss,and placed so their center r TPIN'TCA In BCS!,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311 ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF #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" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 7 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting rsystem and components and cladding criteria. 410°1°°gg°°°°°°°°°°g°°° Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 I rn 0 .-r O 1'ice 3 1111.- 11 -, M-3x4 ). ), 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 I (51° PR OFes �., �NGI N 'S' `r/0�, `rte 89200PE v1- JOB NAME : 3413-D POLYGON NW - SJ2X 40 Scale: 0.6561 /`M WARNINGS: GENERAL NOTES, unless otherwise noted: �♦`�c7 OREGON � � 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters slows and Is for an Individual 7 X A*_ Truss: SJ2X and Warnings before construction commences. building component.Applicabelty of design parameters and proper `V` 4.'''2.Doo compression web brsdng must be installed where shown.. Incorporation of component Is the responsibility of the building designer. '' '67 O db2 Design assumes the top and bottom chords to be'Merely braced at �� 3.Additional temporary bracing to Insure stability during construn 7 o.c.and et 10'o.c.respectively unless theirass braced throughout their by /�.v `� `_ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywel(BC). R R 1 DATE: 11/30/2015 the overall structure Is the responslblity of the building designer, 3,Dr Impad bridging or lateral bradng required where shown SEQ.: K1561333 4.No bad should be applied to any component untl after all brsdng and 4.Installation of tens Is the responslbllty of the respectNe contractor. _ fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses ere to be used in a noncorrosive environment, end are for"dry condition"of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes hal bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the neceassry. fabrication,handling,ehipment and Installation of components. 7.Design assumes adequate drainage is provided. N ove m be r 30 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter r TPI/WMA in SCSI,copies of which will be fumlehed upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E tg.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-774) 147 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x4 KDDF STAND 3-4=( -98) 90 7-4=(-144) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -77/ 610V -47/ 136H 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) •' For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 4' . 1 f Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 M-1.Fi::3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 5 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, fEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 rl 1 t i 0 c ul !J r1 _, I ..........„-------1 6 1-1 7 O M-3x4 M-1.5x3 M-3x4 .6 . Al' 6-02-02 5-04-06 y 1-00 y 11-06-08 ��Q, D PRnp 49s <c, 89200PE �v" JOB NAME : 3413-D POLYGON NW - P2 ., ,/� ' Scale: 0.4181 err• /10 Cr WARNINGS: O.Th4d.RAL ge4 NOTES, uMeuponhhe pa mete Ii_ OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameter drown and la for an Individual 14/ Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2714 compression web bracing mud be Installed where shown a, Incorporation of component Is the responsibility of the building designer. /6 '44 2. 2.Design assumes the top and bottom chords to be laterally braced et14 3.Additional temporary bracing to Insure stablllty during construction Is the responsibility of the erector.Additional permanent bracing of 2'c.c.end at 10'a.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). *.L]R ILA_ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown e* I f SEQ. : K15 613 3 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should tiny bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are fan"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 necesury. A, fabdcatbn,handling.shipment and Installation of component.. 7.Design assumes adequate drainage Is provided. November 3�302015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Inc.,,and placed so their center u r TPIJWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc,/CompuTrus Software 7.6.7(1L#E 10.For basic connector plate design values see ESR-1311 ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-447) 209 6-4=(-126) 98 WEBS: 2x9 KDDF STAND 3-4=) -75) 72 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. LION. LI.) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LI. = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 495V -35/ 102H 5.50" 0.79 KDDF ( 625) 8'- 8.5" -43/ 364V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '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 BC PANEL LL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.349" MAX BC PANEL TL DEFL = -0.204" @ 4'- 4.2" Allowed = 0.465" 4-06-06 3-10-06 0-03-12 '' '( T '( MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 4.00 v M-1.5x3 5 Design conforms to main windforce-resisting 4 -I system and components and cladding criteria. i Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 N r/f N O r1 in 'II 14P f= =1 m 10 2 y<b O M-3x4 M-3x4 y y 8-03 0-05-08 l ), y 1-00 8-08-08 ���°) P R p��ss �� �NO�NE.R r0/, :9200P �v JOB NAME : 3413-D POLYGON NW - P3 Scale: 0.5204 "I t. . WARNINGS: GENERAL NOTES, unless otherwise noted: 10 CC. '3Y OREGON 1.Builder and erection contractor should be advised of aN General Notes 1.This design is basad only upon the parameters shown and is for an Individual 1.� Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,IG..... �I V` /� 2.2x4 compression web bradng must be Installed where shown+, Incorparstbn of component is the responsibility of the building designer. '44' " 9-°N �4 3.Additional temporary bracing to Insure at bllty during construction 2 Design assumes the lop and bottom chords to be laterally braced el O r(}t la the responsibility of the erector.Additional permanent bracing of c o.c.end et 11Y o.e.respectively.s sty unless braced throughout their length by 44 DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuous ahesihing such es plywood sheething(TC)and/or drywaN(BC). ! r 1 N" 1 l L Wo tY ng sig 3.2x Impact bridging or Werai bracing required where shown++ !'�I� 5- SSEQ.: K 15 613 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsiblNty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses era to be used in a non-corrosive environment, design loads be applied to any component, end are for"dry condition"of use. .{r� r� TRANS I D: LINK6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 1 2/3 �2 1i 5.CompuTnn has no control over and assumes no responsibility for the necessary fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. N ovem be r 30 201 5 N.This design Is furnished subject to the limletlons set forth by 8.Plates shat be located on both faces of truss,and placed so their center s TPIf WICA in BCSI.copies of which will be furnished upon request. Ines coincide with Joint center lines. 0.Digits Indicate size of plate in Inches. MITek USA,Inc lCornpuTrus Software 7.6.7(1L)-E 10.For basic connector plate dedgn values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 v 3 --/ ry 1 � rV (`1 2 1 -/ 1 • //////////////////////////////////////////////////////////////////// M-3x9 4 1-00 8-08-08 c; ANO Ni5' 89200PE JOB NAME : 3413—D POLYGON NW — P4 ' o/ Scale: 0.6329 e _.—... 10 WARNINGS: G.Th:ALds gn b unyupo theparameteerwise , �� '/ OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: P4 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bradng must be Installed where shown�. incorporation of component Is the responsibility of the building designer. ` 2.Design assumes the top and bottom chords to be laterally braced al /� 3.Additional temporary bracing to Insure stability during construction �O "T' O Is the responWblltty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (7 �` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bradng required wfiere shown++ (7 11 v SEQ. : K1561336 4.No load should be applied to any component until after all bracing antl 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling.shipment and installation or components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by B,Plates shall he located on both faces of truss,and placed so their center TP1N TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center toes. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(Mitch) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-135) 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 PIE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 !) MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1 M-3x4 y y 1, 1-00 2-00 3-11-11 �DPRQ4 (PROVIDE FULL BEARING;Jts:2,4,3 J Lvo :9200PE p� JOB NAME : 3413-D POLYGON NW - SJ3 Scale: 0.5345 tom* Ct.WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON wa„ 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 % OREGON Truss: SJ3 and Warnings before construction commences, building component.Applicability of design parameters and proper .^ 2.2x4 compression web bradng must be Installed where shown•. Incorporation of component Is the roaponel6Nlty of the bolding daWpner. /� n O\ 3.Additional temporary bracing to Insure stability during conslruclbn 2.Design assumes the lop and bottom dards to be laterally braced al L Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing both as plywood aheathing(eC)andlor drywall(BC). �L]N"] �� DATE: 11/30/2015 the overal structure d ucture Is the respanslbllty of the boldinaslgner. 3.2.Impact bridging or lateral bradng required where shown• ff'��j� SEQ.: K1561337 4.No bed should be applied to any component ural after al bredng and 4.Installation of truss lathe responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, end are for"dry condition of use. T RAN S I design loads be applied to any component.LINK 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes full bearing at al supporta shown.Shim or wedge if EXPIRES: 12/31/2015 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 1 ove m{•,e r 30 8.This design Is banished subject to lin limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 1 u ,2015 TPWy1CA in BCSt,copies of which wIN be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate alfa of plate In karts. MITek USA,Inc./CompuTrus Software 7.6.6(11)-E to.For basic connector plate design values sea ESR-1311.ESR-1988(Mask) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 13 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury UMWDimensions are in ft-in-sixteenths. • 44 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For 0'/16„ wide truss spacing,individual lateral braces themselves O L11 i 1WEBS 4 may require bracing,or alternative Tor I _ 0 O bracing should be considered. r or Al I O= 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. d 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-e C67- cs 6 designer,erection supervisor,property owner and plates 0-' T 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. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005r012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. 414 i= reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. pqr.. Min size shown is for crushing only. �� ,A, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: AN51/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek* ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013