Loading...
Plans (48) /145Cr2C�/ 73i Sw ,SGtartrdw MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-402_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996195 thru R45996203 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. _cg PRO Fe. �NGIN�FR �� <c, 2 87022PE 9� N ycIN'oj, OREGON ti� �N 'pO AMBER OS A. Elk`"dor •/ I'Or November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996195 PL15402_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:14 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-OF1fTYAfNzt7TAmfCFPKMnfjdri?tCvwJYtDYTyEzpp 10-10-0 i p-1x141 1 1-0-0 1 1 1-2-0 1 1 1-0-2 I I 1-0-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5=- 1 1 2 3 45 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 • 1\ V '- °/Ne�'�°/ Na/e \ / /W_-� O e e e O 18 _ 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I 14x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVED BY PROJECT ENGINEER 1 1-1-0 1 18-6-8 I 21-4-0 I 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- 11:Edge,0-1-81,112:0-1-8,Edge),113:0-1-8,Edge) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)`Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=1449/0,10-11=1540/0,11-12=1540/0,12-13=-1259/0, 13-14=742/0,14-15=742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=2607/0,12-28=31/455,8-29=0/255,8-30=379/0,18-23=1010/0, 18-24=0/869,6-30=0/521,6-32=647/0,4-32=0/790,4-33=925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. Ed F R dfF 3)Refer to girder(s)for truss to truss connections. s 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement co �� Nfa)N E�9 svO2 at the bearings.Building designer must provide for uplift reactions indicated. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to -9 be attached to walls at their outer ends or restrained by other means. 87022Pj 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. (y 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). t,r� -OR GON ? �i � LOAD CASE(S) Standard ��1 �/(.�BER 1'�_\P�O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (� Uniform Loads(plf) s A. Hem Vert:22-35=-8,1-21=80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 mv.10/0312015 BEFORE USE. l Design valid for use only with M7ek®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 verity the applicability of design parameters and properly incorporate this design into the overall M�Te , building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualfy Criteria,DSI-89 and BCS!6uitding 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 R45996196 PL15-402_UPPER F02 Floor 10 1 .. Job Reference(optional) . _ _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 0 Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:57:15 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1yAg??-sRa2guAl8G?z5KKslzwZu_CzwFz5cfp4YCdEz n4vypo 1 1-0-0 1 1 1-1-10 ii 1-2-0 Iv-21i 1-7-0 I 1-2-0 11 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 <;> >O<>2 ,9 13 14 15 16 17 18 19 e - e 4 a_ e_ e_ e_M B - 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 13-0-2 I 13-0-2 10-7-0 0-7- 0 1 19-11-4 5- 9-2 Plate Offsets(X,Y)- F14:0-1-8,Edgel,F24:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code 1BC2012/iP12007 (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.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=1588/0,4-5=-2786/0,5-6=2786/0,6-7=-3608/0,7-8=3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=-4122/0,12-13=-3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,N-- 0.4 NE�'9 `r�0 2 �� 870 2PE 9 y Aj, OREGO rye OZU 9Or,AMBER Al S A A. Hsck EXPIRES:06/30/2017 November 30,2015 I 1 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 11111 . Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANSI/T7I1 Quality Criteria,DSI-89 and 6CSI Building Component 7777Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suras Heights,CA 95610 Job Truss Truss Type Oty Ply POLYGON R45996197 PL15402_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:17 2015 Page 1 ID:zs2ygYHMYItt_Z1 p9y12t1 yAg??-ogio5aCYguFhKeUEtOz1_PHLV3j_4SQN?WBt9oyEzpm I 1"10-8 I ( J-4i 1 1-0.0 I 1 1-2-0 11 1-0-2 1 1 1"3-12 1 1"3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 • e e • e e p e e Ike- 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4= 3x5= 14-0-14 I 2-1-8 I 12-10-14 1 5-7 I 19-7-0 I 22-4-12 I 2-1-8 10-9-6 i1-7-00.7-0 5-6-2 29-12 Plate Offsets(X,Y)- 112:0-1-8,Edgel,113:0-1-8,Edge),(35:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc braang. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=1060/0,7-8=1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=1563/0,11-12=1563/0,12-13=1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=-1637/0,33-34=1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,2425=0/329,23-24=-832/0, 22-23=749/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���D PR Q)"Fs 3)Refer to girder(s)for truss to truss connections. cr 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. ,\5 (LNG)N- -,9 /O 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4.) 9 be attached to walls at their outer ends or restrained by other means. Ct' 8 • 2 P E c 6)CAUTION,Do not erect truss backwards. yN j Cti SAT OREGO do 40 90, AMBER 'V\ �O OS A. HE. EXPIRES:06/30/2017 November 30,2015 4 / AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MS-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,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,DSI-89 and SCSI lauding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996198 PL15402 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:57:18 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-GOGAIwDARBNYyo3RR5UGWdgVGT5OpxV WEArRhEyEzpl 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 1 fiE142.1 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 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 • .� tee / \ J e . / � Ir.....:,e. l i • _ 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)— 18:0-1-8,Edge),117:0-1-8,Edge),123:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=251/0,5-6=251/0,6-7=-1993/0,7-8=1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=-1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=-1567/0,13-15=1276/0,13-16=0/866,10-16=-427/0,10-17=159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <<Gvo P R OpeScs' �� �NGINEF9 ice* 870 2PE co cv tv 7 '0).,OREGO fi /�Q<UU O 48ERN° �S A. HEp`NP EXPIRES:06/30/2017 November 30,2015 I a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent,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 bucking 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/1711 Quality Criteria,DS8.89 and BCSI Building Component 7777 Greenback Lane Safety Inlormaicn 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 PL15402_UPPER F05 Floor 8 1 ..__,_,=r.__-. _. _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M Tek Industries,Inc.Fri Nov 27 10:57:19 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-kDgYWGEoCWPaxed_p?V3riNcpsK_YR2gSgb_DgyEzPk 1 1-0-0 1 0^10 1r 2jI 1-2-0 1 1-2-0 I I 1-2-0 1 1-2A 1 Scale=1:36.4 4x4= 4x4= 3x4= 304= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e ( e e1 e e e 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15-6-14 I 144-141-4-0 110-7-0.7-0 1 25- I 14-4-14 Plate Offsets(X,Y)- (17:0-1-8,Edge),127:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1712/0,3-4=1712/0,45=3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=4547/0,10-11=-4727/0,11-12=4727/0,12-13=4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,434=990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be CC�,o) PR OFFS attached to walls at their outer ends or restrained by other means. ��� \NNGI N E�. 0j029 87022PE c" / tPN -v - SATOREGO ti�O4ri 9O ‘�BER '\1 OSA. HE?' EXPIRES:06/30/2017 November 30,2015 I 4 o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. 1111111. Design void for use only with M7ek®connectors.This design is based only upon parameters shown.and is for an individual budding component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate the design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually CrNerla,DSI-B9 and SCSI landing Component 7777109 Safely Intormallon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. uiteCitrusHeights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996200 PL15402 UPPER F06 Floor 2 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5721 2015 Page 1 �7,.�n,.-�d ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-gbyJmxF2k617pFo?6E1 z8FS1 Ug4wOGMyw8451ZyEzpi 1 1-10-8 1 r'� 11 1-0-0 1 11-2-0 111-0-2 I ] 1-3-8 1 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 ; I 0,00......e /\ / N / N• / N / N "N /"N V 9 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4= 3x5 = 14-0-14 I 2-1-8 12-10-14 i 11-7-0 5-1, I 19-7-0 I 22-7-8 I 2-1-8 10-9-6 54-2 3-0-8 0-7-0 Plate Offsets(X,Y)- (12:0-1-8,Edge),[13:0-1-8,Edge],f35:Edge,0-1-8] LOADING(pat) SPACING- 1-7-3 CSI. DEFL. in (loc) 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 Ina YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bradng. REACTIONS. (lb/size) 22=431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/05-8 Max Uplift22=523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=-258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=-1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=-1641/0,33-34=-1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=1036/0,6-30=0/504,6-32=631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ,q,,tp P R()Fe 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. Ca'�� G]N� On 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to C"Z r Y F9 O be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. �� 9 870 2P 1--- , N yc‘,A. , OREGON ti�O44 9c, FM$ER .0 .� OS A• HE ��P EXPIRES:06/30/2017 November 30,2015 e 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 110• Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,derrvery,erection and bracing of trusses and truss systems,see ANSI/711 Quably Criteria,058$9 and!SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 - _ Citrus Heghts_CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996201 PL15-402_UPPER F07 Floor 2 1 _ Job Reference(optional)_ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Fri Nov 27 10:57:22 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tlyAg??-9oVh8HGhUQt_RPNCgxYDhT?9o4LCIgH69opeq?yEzph 10-16-0 1 l `r 11-2-0 1 p-7-1(1110-9-0 10-9-0 I I D-9-0 10-9.0 1 Fa9-010-9-0 1 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 :1 -*/OW\Ir Ir\ z nr NIF/Vi 1 ..w..\syNirt\_ e e o i a r o - 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 1-9-141¢ I 20-2-0 I 13-2-14 0-7-0410-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),118:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1379/0,34=1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=3317/0, 8-9=3881/0,9-10=-3881/0,10-11=-4177/0,11-12=4177/0,12-13=-4200/0, 13-14=4200/0,14-15=-3978/0,15-16=-3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,249=0/1003,4-39=-897/0,4-08=0/796, 6-38=-690/0,6-37=0/590,8-37=483/0,835=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=0/560,1432=268/42, 1632=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. ��c) P R OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. '< G(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 ��\� (GN FR 02 be attached to walls at their outer ends or restrained by other means, -9 870 2PE / r zN +CV �^0j, OREGON ti� <C/� �o �MBER1\ NO OS A HE EXPIRES:06/30/2017 November 30,2015 I i pAul.r a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/1015 BEFORE E. Design valid for use only with Mirek®connectors.This design is based onlyupon parameters shown,and is for an individual bung m coponent,not . IS a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quay Criteria,DS6-69 and ICSI 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 R45996202 PL15-402_UPPER F08 Floor 1 1 4 :- - Job Reference(optional) -_.__..._. .. Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5724 2015 Pagel ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-5AdRZzHx017igjWanMbhmu4Ykt6dDd9Pc611vuyEzpf 1 1-10-8.. 1 11-10.1 l I 1-0/o I 1 1-2-0 I 11-0-2 I 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 • e e N f'2 - W NNW"- N / N / Nk /- -N -/ N /"\V- 'N-- 18 N 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 1 5-1 1 19-7-0 22-4-11 2-1-8 10-96 b-7-0 7-0 5-6 2 2-9-11 Plate Offsets(X,Y)- 112:0-1-8,Edoe),113:0-1-8,Edge),(35: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 0.25 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 lncr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=581(LC 6),35=837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=1485/0,10-11=1563/0,11-12=1563/0,12-13=1268/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-1686/0,2-05=0/1839,12-28=6/487,8-30=460/0,18-23=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. ���[} P R Q p . 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 '� c67 S' be attached to walls at their outer ends or restrained by other means. �,. NEFg �Q 4)CAUTION,Do not erect truss backwards. 2"1I 87022PE r- N >ev - fiAT (DREG•N q, 'AC EMBER '‘\OS A. HO; EXPIRES:06/30/2017 November 30,2015 e I IMMO a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 me.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not » a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek° 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,D56.89 and BCSI Building Component 7777 Greenback Lane Safely Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sole 109 Citrus Heiohts,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 1057:28 2015 Page 1 ID:zs2ygYHMYIB_Z1p9y12tlyAg??-1ZIC fJBYfNQvogzvnd9rJ9rchj1hd9h3QnszmyEzpd PIM I t0=8A11 1-2-0 19°7 I a9-01 o-9-° °9-°1°-9-°I I a9-°1°-9-a I Scale=1:34.8 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ® �e a%\e% / � e /\a/ /\ \a/\e a e e e P I\ /\ / \ ; \ 19 N e Z71.L. O e' O e O' - 0 '9' e' O' X. 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1121 1 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edgel,118:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 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=892/0A-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3.4=1397/0,45=2518/0,5-6=-2518/0,6-7=-0371/0,7-8=3371/0, 8-9=3953/0,9-10=3953/0,10-11=4267/0,11-12=4267/0,12-13=4306/0, 13-14=4306/0,1415=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=1126/0,2-09=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=0/823,2426=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. !�, O PR d FFs 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. ��\�J �NG)N"- 5 /�2 870 2PE „9f cr) CV y 0Aj, OREGON ti'')Q� 'AO F'yoER -\1 On A. He?, EXPIRES:06/30/2017 November 30,2015 t Al,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. 111111 Design valid for use only with Mitek®connectors.This design is based onupon parameters shown,and is for an individual building coponent,not only truss system.Before use,the budding designer must verify the appfcability of design parameters and property incorporate this design into the overall �6 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Query Criteria,DS6-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MIIIIE Dimensions are in ft-in-sixteenths. rilik Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. O_7/T Q, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O iiiiiiiAls o bracing should be considered. M_� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. r— O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate -e C6-7cs 6 F designer,erection supervisor,property owner and plates 0-144' from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon regUeSt, shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC E$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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■ •O reaction section indicates joint 1=61 1111 i ler number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mai 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with i IAdUStry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. hArrke SCSI: 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 MIMI mit MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ���£a PRQF� S � 3.-• GIN q /0, Q 89200PE 4,4 9f ©74. OREGON �� y4, 2° RILk-'C l - November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-2.61) 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. CON. 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( 14.07= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.01= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"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( 70.07= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+0L( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 1 f 1 f Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 3-04-10 5-09-11 1' +320# iS20# '' 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), M-4x6 M-5x6 load duration factor=l.6, 9.00 N9.00 Truss designed for wind loads in the plane of the truss only. //let'' 0 0o i , oo o * 5 6 ** 4 0 1 o M-3x4 M-3x4 M-1.5x3 M-3x4 0 l l 1 l 5-09-11 3-08-07 5-07-15 ..co17 y 15-02 yco uG`I Fl e �,a 444 7 :9200P r JOB NAME : 3413-D POLYGON NW - Al ' // Scale: 0.3884 • WARNINGS:aldrGENERAL NOTES, uMessslire issrnete J� OREGON t, tfe 0 Cr 1.Bidder end erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual '3I V I-1 �,r Vl�V'1%, A. ter`/ Truss: Al end Warnings before construction commences. building component.ApplIcabIlEy of design parameters and proper . �y 2.284 compression web bracing towel be installed ware shovm«, Incorporation of component Is the responsibility of the building designer. tr/r�' 'T s I�Q. +. 3.Additional temporary bradng to Insure stability during construction 2 Design assumes Ma tap and bottom MOMS to be later-sky braced at t/ Is the responsibility I the erector.Additional permanent bracing f 2 o.c.and at 10 o.c.a009 a.sly unless brand throughout their length by �`''ssl...,,, li 8Y og o continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 'w.j^ RIO- SEQ. : �,,. DATE: 11/30/2015 the overall structure is Me responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown.« •s. S EQ. : K 15 612 9 3 4.No load should be applied to any component untl after all brodng and 4.Installation of truss Is the reasonability of the respecthe contractor. fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. and TRANS I D: LINK design loads be applied m any component. Design tsr•dry full bearing of use. wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Dem somas all beadn t el supports shown.Salm o!we if EXPIRES' X Q I R ES'12/31/2015 2/31/201 5 spry. Gar T14�7 L I LL7 I J tebdcatlon,handling,shipment and lnaalItion of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design is furnished subject to the limitation set forth by 8.Plates shag be located on both faces of truss.and placed so their center TPBWFCA In SCSI,copies of which wig be furnished upon request. linea coincide with joint anter lines. B.Digits Indicate sae of plate In inches. MITek USA,Inc.ICofnpuTfus Software 7.6.6(1L(-E 10.For basic connector plate design values see ESR-1311.ESR-/gee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 814BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-576) 209 6-5=(-122) 533 6-3=(-127) 395 WEBS: 2x9 KDDF STAND 3-4=(-576) 209 6-9=(-200) 195 LOADING 9-5=(-759) 228 TC LATERAL SUPPORT <= 12"OC. SON. 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 = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) `" For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) O'- 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.499" 7-07 7-07 / I 1 / MAX HORIZ. LL DEFL = 0.006" @ 19'- 8.5" MAX HORIZ. TL DEFL = 0.010" @ 19'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 T 1 T T T 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 9.001;77 9.00 4.0" Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 .,(7_,..( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), GIload duration factor=1.6, �I Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 z 1111 O 01111IN V. 0 i'Vt±gl. "M1111. 1.1111111=111111111111 .1.111111111.11.111.1.1111., II. . riti'l 17' ri 1 6 «. 5 o M-3x4 M-3x8 M-3x4 0 1 l l 7-07 7-07 ; 1s o2 ), ,<(5\ P //��C6151 c35 ,yGiNEit? , , w 89200PE v' JOB NAME : 3413-D POLYGON NW - A2 i Scale: 0.3509 }'�., WARNINGS: GENERAL NOTES, unless otherwise noted OREGON �+y, Truss: A2 1.Balder and eretion contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and la for an individual II ya�� end Warnings before construction cnmmerwea. balding component.Applicability of design parameters and proper I,. aft4 A. 2.2s4 compression web bracing must be Installed where shovm.. Incorporation of component Is the responsibility of me budding designer. ',r- ry p � 2. elan assumes the top and bottom chords to be hterahy braced at G 3.Additional temporary bracing to Insure stability during construction 7 ex.end at 19 o.c.reapactNeN udesa braced throughout their length by /O f Is the responsibility of the ender.Additional permanent bracing of continuous sheathing such rte ply wed sheething(TC)and/or drywell(BC). 4R i` \- DATE: 11/30/2015 the overal structure Ie the respowblay of building designer. 3.24 Impactbndging or lateral bracing required where show„4 4 R L SEQ.: K15 612 9 4 4.No load should be applied to any component until after all bracing and 4.Inhalation of tons Is the responsibility of the respadNe contractor. Intenera are complete and at no time should any leads great.,than 5.Design assumes truss..ere H be used In.non-corrosive environment, TRANS ID: LINK design keds be applied to any component. end ere for"dry condition.'of use. 5.CompaTr.s has no central over and assume no responsibility forth. 8.Design assumes het bearing,tall supports hmwn.scorn or wedge if EXPIRES:12/31/2015 necessary. fabrication,handling,shipment and instalhtion of components. 7.Design assume.adequate drainage is provided. November 30,2015 8.'fhb dealgn is famished subject to the limitations set ash by 8.Plates shall be located on both faces of trues,and placed so their center TPIM?CA h 8081.copies of which all be famished upon request. Anes coincide with Joint center line. 9.Digits Waste sae of plate In Inches. Mrek USA,Inc./CompuTrue Software 7.6.6(1L)-E 1o.For basic connector plate design values see ESR-1311.ESR-1988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 018BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 BC: 2x6 KDDF #16BTR SPACED 24.0" 0.C. 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=( -197) 180 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) so For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, VP (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. on I ® ®,I o -, o M-3x4 M-3x8 M-4x6 1 +12109 +6379 l 800 �Co GIN SfO ` 89200PE r..' JOB NAME : 3413-D POLYGON NW - AGIRD . ���'� Scale: 0.4369 ,✓✓ WARNINGS: GENERAL NOTES, unless otherwise noted W OREGON Cr 1.Budder end erection contractor Maud be advised of eA General Notes 1.This dedgn Is band only upon the parameters shown and Is for en Individual t� Truss: AGIRD end Warnings before construction commences. bulding component.Applublbty of design parameters and praper l,.., A. yA,,, 2.2x4 compression web bredrp mug be'Walled where shown v. Incorporation of componerd Ie the rospansibNly of the building designer. y/h ;41.Y. �' 14v 4 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top and bottom asechoter to be laterally braced al {y� [y Is the responsibility of the erector.Additional nt bracing of 7 0.0.and et lao.respectivelyplywood unless n breced throughout mak length by {- pennene continuous sheathing such es pywood sheatntng(TC)end/or drywall(BC) 6"li A"Il I 1. ' DATE: 11/30/2015 the overall structure la the responsibility of the bidding designer. 3.2a Impact bridging or lateral bracing required where shown 5 v f'S SEQ.: K 15 612 9 5 4.No bad Should be applied to any component oda alter all bracing and 44..Designltaasauofttnnbunhe responsibility are spo wbvsya the respective v.nm on. fasteners are compete and el no time should any loads greeter than drater^sty trusses reuse. TRANS I D: LINK design bads be applied to any component. 8.Design assumes an hearing el id tampons shown.Shim or wedge If 5.CompuTrue hes no control over and assumes no responsibility for the necessary. EXPIRES:12/31/2015 tebrbstlan.handling.shipment and ln.tallatbn of components, 7.Design a.nmee adequate drainage is prodded. November 30,2015 8.This design is Nmished subject to the Ilmitatkine rat fo5h by 8.Plates shag be located on both faces of truss,end paced so their center TPLWTCA In SCSI.copies of which will be furnished upon request. Anes coincide with joint center line. 9.Digits indicate size of paste in Inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1L)E 10.For basic connector plate design values sue 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/Cpl=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( _ BC: 2x4 SIDE #168TR SPACED 29.0" O.C. 2-3=(-53) 50 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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/ 99V 0/ OH 5.50" 0.08 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 17 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads ,o in the plane of the truss only. 0 0 ti I ti o IIIIFAIMIIMIIIMIMIIMIIMIIIMIIMIMIIIII I: 1 M-3x4 y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 j ,��VD PROF-4-x, ,`co ‘..,‘GINE -- ✓a ci, 2 'r 89200PE �r JOB NAME : 3413-D POLYGON NW - AJ1 4IP Scale: 0.6771 • ise 1 WARNINGS: GENERAL NOTES, unless hOREGON b �Builder and erection contractor be advised of all General Notes I. design is bawd only upon the parameters Mown and Is or en IndNtlualTruss AJ1 and Warnings before construction foemmences building component.Applicability of design parameters and proper 2.2t4 compression web booing mut be Instated where shown+. Incorpanibn of component le the responsibility of the building tletgner. �I "1 2 3.Additional temporary bracing to insure stability during construction 2 Deign assumes the top end bottom chords a be laterally braced at Q f 4Vi 114/ Is the roaponsiibility of the erector Addiional permanent bracing of To.c.end al foe3 oe r508Se sty untess braced throughout their bnglh by 14 DATE: 11/30/2015 the overall structure la the responsibility of the building designer. continuoussheathinglatehaspcngodai,,d where own+tlryweg(BC). ME` .1 ItCC 4.No bed should be applied e a 3.2r Impact bridging or lateral bracing required Mown++ SEQ.: K1561296 pw any 4.Design enoftruss Iathe rospobeuseoneerespectroecontractor, fasteners are complete and at no time should any loads greater then 5.Deign assumes trusses aro to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to city component. and are for dry condition"of use. 5.CompuTnn has no control over and assumes no reepontbt ty forma 8.Oetcog assumes full bearing et el support shown.Shim or wedge if EXPIRES:12/31/2015 fabdcatlon,herding.shipment and inetaletion of components.. ry' 7. equate drainage is 6.Tne design Is furnished lched subject the limitations set forth by 8.pees shat be lassumes ocated ed on both faces of truss,provided.and placed so their center November 30,2015 TPIA TCA M SCSI.copies of which coil be furnished upon request. lines coincide with Joint canter lines, O.Digits Indicate elm of plata in Inches. MiTek USA,IOC./CompuTrus Software 7.6.6(1L)-E 70.For basic connector plate design values see ESR-1371,ESR-tees(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -34/ 397V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 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" 1' '1 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL= -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL= -0.000" @ 3'- 10.9" 9.00 7 3 Design conforms to main windforce-resisting �� system and components and cladding criteria. Wind: 190 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. 0 0 rn 0 v 0 M-3x4 1 l 1-00 6-00 11-y r (PROVIDE FULL BEARING;Jts:2,3,4 I �✓ " R Q� rr� \GINE �/©'Y t`tl 8 2OOPE �r JOB NAME : 3413-D POLYGON NW - AJ2 -411111 °I.","4°- woe J,,+�/ - Scale: 0.5814 � �'�� Cr 60 I.Builder O.This de niNOTES, unless toss the anoted '7 SI OREGON,�b ZQ 1.Bulder and erection contractor should be advised of al General Notes 1.This design is based only upon Iha parameters shown and Is ler en Individual OREGON 4�4✓'V Truss: AJ2 and wamlrreabefore con.wdroncommences. building component.Applicability ofdeabnparameters and proper 2.2r4 compression web bracing mug be metalled where shown«. Incorporation of component la the responsibility Of the leu ding designer, /� 1" i . 2P -k- 2. - 3.Additions!temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chortle to be laterally braced et ,,vis.7. ly Is the responsibility of the erector.Additional permanent bracing of .and at/0 o.c.respectively unless braced throughout their length by lY penman. continuous sheathing such as pyxaod aheathing(TC)and/or drywel(BC). �. R. ��,,. DATE: 11/30/2015 the overal gmcbxe la the reaponabBty of the building designer. 3.2.Impact bridging or lateral bracing required where shown s« 4.No load should be applied to any component unlit after al bracing and 4.Inabletion of truss Is the responsibility of the respective contractor. SEQ.: K l 5 612 9 7 fasteners are complete and at no tine should any loads greater than 5.Design assumes trusses are to be used In a non-co,rosrva environment. and TRANS ID: LINK design loads be applied b any component. Design assumeor"dry s full iof use. S.CompoTeua has no control over and assumes no responsibility for the 5 Design aawmea hit bearing et all wpporte shown.Shim or wedge If EXPIRES:12/31/2015. rabr cation,handling,ahipment and Installation of components. 7.Desi assumes adequate drainage Is provided. November 30,2015 6.This design Is furnished subject to Iha limitations set forth by e.Plates shal be locatedtn.,on both faces of tn ,and placed so their anter TPIM/ICA In SCSI.copies of onlch will be furnished upon request. g,lines oinlcde with joint oi Pate centerline. In inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR4938(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3432 3-10=( -89) 317 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-4549) 913 10-11=(-798) 4408 10- 4=( -254) 1451 BC: 2x6 KDDF 416BTR 3- 4=(-4451) 924 11-12=(-663) 3827 10- 5=(-1361) 301 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3540) 778 12-13=1-663) 3827 5-11=( -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4424) 968 13- 9=1-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2555) 552 12- 6=) 0) 136 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 439 8- 9=(-3379) 650 7-13=( -290) 1574 LL = 25 PSF Ground Snow (Pg) 13- 8-) -121) 208 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 144H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. e* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1.- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 mainindforce-resisting . system and components and cladding criteria. 7-11-11 11-06-10 7-11-11 ,r 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, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 596# Truss designed for wind loads 12 M-9x8 M-4x8 12 in the plane of the truss only. 9.00 7 M-3x6 M-4x8 9.00 5 T2 F� 7004m-1.5x3 M-1.5x3Oo11 l' 12 13 •"9 0 o 8 0.25" M-1.5x3 M-3x10 M-3x8 0 M-7x8(S) 1990# .c,, ,0 PROpe. n 7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 'NEt t f9.. \AG 1-00 27-06 tE, zt' :9200PE c-- JOB NAME : 3413-D POLYGON NW - B1 Scale: 0.2244 /''�rr���� WARNINGS: g Oml.e NOTES, unes.uponthnvise eparamete '33 OREGON A. Ili t't 1.Bulbar and+radion contractor Mould be advised of all General Notes 1.This design la based only upon the parameters Mown and Is for en individual Truss: B 1 and Warnin a before conetrucllen commences. holding component Applicability of design peremetera and proper 2.214 compression web bradng must be Installed where shown+, Incorporation of component is the responsibility of the building designer. �''6 '?'1}r [�'� 3.Additional temporary bracing to Insure stability dutlng construction 2.Design assumes the top and bosom chordate be laterally Dre«tl al s Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and elf 0 o c.respectively unless Ore«d throughout their length by /,Li continuous sheathing such ea plywoodaheamlhere.and/or drywall(BC). "-f `.1'R I1 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.DI Impact bridging or lateral bredng required where shown•+ 1-1 l� SEQ.: K 15 612 9 8 4.No load should be applied to any component until after all bredig and 4.Installation of truss Is the responelbllty of the respectNe contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility forme 6.Design swmea Nil bearing at all supporta shave.Ohm or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. ry. Design assumes adequatedreinage 1provided. November 30,2015e.This design Is furnished subject o the limitations eel forth by B.Plates shall be located en ban faces&tuas,and placed so thele center TPWWICA in BCN1,copies of which will be furnished upon request. lines coincide vdth joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CompuTrue Software 7.6.6(11_)-E 10,For basic connector plate design values see ENR-1317.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-969) 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=(-229) 1174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.89 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 29 "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/290, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" \/�/ 9" oc in 1 row(s) throughout 2x9 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. XX 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 2x9 webs. MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" ** For hanger specs. - See approved plans 6-02-11 1-09-05 f '1 Design conforms to main windforce-resisting 3-03-13 2-10-14 1-09-05 system and components and cladding criteria. T 1' ' f Wind: 190 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 9.00 load duration factor=1.6, ,III/ M-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads � -/ in the plane of the truss only. co o i 01 @@ HANGER BY OTHERS TO APPLY CONC. LOADS)EQUALLY TO ALL MEMBERS.o ISI ® MI I 1 em= 5 6 7 o M-3x4 M-1.5x3 M-6x8 M-3x8 y , +1216 +63.7# +233y0# 3-02-01 2-0e-13 2-01-01 pQ 1 Boo y \Co, �yGINE . ASf©1, 17 " 89200PE JOB NAME : 3413-D POLYGON NW - BGIRD Scale: 0.3864r;`4/1°<:g4--- -------. �`j�• • 10 WARNINGS: GENERALisdesign NOTES, uMeupon the sstm7� OREGON "/ 1.Builder and erection coMrodor should be advised of all General Notes 1.This dast9n Is based only upon the parameters Macon and b for en individual �J Ya, Truss: BGIRD and Wammgebefore constructioncommences. bulbingcomponent.AppllcabllAyofdesign parameters and proper e � V` 2.2,4 compression web bradng must be installed where shown* Incorporotbn of component Ie the responsibility of the building dealpner. .z ° y e 3.Additional temporary bracing to Insure stablEAy during construction 2 Destgn assumes the tap and bottom Mobs to be latereay braced at S/ A "'� by is the responsibility of the erector.Additional permanent bracing of 2 ntinuousand asheathing resuch as plywood sheathing(7C)ndb drywall lengthspectively unless bracW throughout their ). [''�{{ 'a`' \. DATE: 11/30/2015 the overall stmdure is the responsibility of the bolding designer. 3.20 impact bridging or lateral bracing required where shown++ FIR A SEQ. : K1561299 4.No load Mould be applied to any component until ager all bradng and 4.Installation no to laths are sb.blEy+nth�esponitue•.raster.n.nt. lestenera are complete and at no time Mould any bads greater than a design bads be applied to any component. end are for'Wry condition"of use. TRANS I D: LINK 5.CompuTrue Ms no control over and assumes no responsibility forme 6.Design assume.MI bearing al ail supporis Mown.Shim or wedge 11 EXPIRES:12/31/2015 fabricstbn,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 5.This design Is furnished aub(ed to the limitations eat forth by 8.Plates shag be located an both feces of truss,and placed so their center TPINVICA in SCSI,copies of Mich will be furnished upon request. Anes coindde whh joint center lines 9.Digits indicate she of plate in inches. MITek USA,InclConlpuTrue Software 7.6.7(IL)-E 10.For basic connector platedeagn values we ESR-13tt,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; 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 61613TR T2 2- 3=(-7419) 2118 13-19=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-5640) 1758 19-15=(-1308) 4972 14- 4=( -13) 389 9-20=( -962) 1832 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=( -126) 251 2x9 OF 2900F A; TC GRIP LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1968 16-18=( -67) 201 15- 5=( -468) 1971 2x4 KDDF #1&BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5998) 2163 18-19=(-1790) 5484 15- 6=(-2225) 991 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 26'- 0.0" TO 39'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 9909 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 39'- 0.0" V 6- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 196 BC LATERAL SUPPORT <= 12.0C. UON. 9-10=(-4779) 1589 17-18=(-1725) 5319 TC CONC LL( 466.7)+01( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-9869) 1558 17- 7=( -270) 659 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=( O) 68 18- 7=( -399) 374 NOTE: 2x9 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 39'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 9.7" Allowed = 1.659" 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 f f f f 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 4597.308 i f ' 4597.30# 1' 1' 12 12 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.00 p M-5x105 =M-6x6 M-3x8 =M-9x9 M-5x8 Q g 00 6 7 8 load durationlEnclosed, Cat.2, Exp.B, MWFRS Dir), factor T2 IN12 Trudesgnedfwindloads +M5x -,I I0 'x8 M-165x3 M-9x12 0.25 0 0 M-3x4+ o M-3x10 M-3x10 I M-7x10 - M-7x8(S) 0 - 13.75 M-3x4+ 12 ; ; i ; ; l 1 ; ; PR 2-05-082-05-112-07-07 5-10-03 4-11-08 3-11-11 4-01-07 7-06-09 e(,. � +( ) l )- y 1-00-05-08 10-09-08 20-09 1-00 \ . ,�Ca�NE��7 � ) 34-00 89200PE 7., JOB NAME : 3413-D POLYGON NW - Cl { ,/,, ?: Scale: 0.1604 �,,,J WARNINGS: GENERAL NOTES, unlsspon the pe rested C) OREGON Truss: C 1 Builder and erecter contractor uct shouldnee be advisedcof all General Notes This building co is based only upon the parameters Mown and is for an individual � �A and Warnings before construction commences. bulWlrp component.Appllublllty of design paremetero and proper \ 2. 2.Dt4 compression web booing must be Installed where shown:. Incorporetbn of component Is the responsibility of the buildingbre designer. reb 3.Additional temporary bracing to Insure stability during construction 2 Destgn eeeumes the top end bottom drams la w laterally braced at - '�4 e Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end al 19 o c.respectNely unless braced throughout their length by 'L'J. DATE: 11/30/2015 tMoverall stuctureisthe te 2ximpatcontinuouMesmer aueralaacingreaheah (rc)androrarywaA(Bc). i?R11_\' S'+ responsibility of the building designer. 3.Zx impact bridging or sent bracing required where Mown�• r'4 SEQ.: K15 613 0 1 4.No load should be applied to any component untt after ell bradng and 4.Installation or truss la the responablgty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. TRANS ID: LINK design Nada be applied to any component. end are for"dry condition'of use. 5.CompuTrus Me no control over end assumes no responsibility for the 6.Design assumes MI bearing at all supports shown.Shim or cadge I! EXPIRES.:12/31/2015 fabrication.handling,shipment and installation of components. rnaassry, t 8.This design Is furnished subject to the limitations set forth by 8.Plates 7. ^shall be loadequate en both ifaces ofnage is truss,uss,end placed so their center November 30,2015 TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E ie.For basic connector plate design values sea ESR-1371.EBR-7888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.957" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 ,' 1' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 .I Design conforms to main windforce-resisting 9.00 17 (� 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. u) 0 0 xr o li o c OIIIMMIMIMIMIIMIIMIIMIIIMIII -/ of 11.-=-.14�� 0 M-3x4 1-00 y 6-00 y c ) PROFL, ,A (PROVIDE FULL BEARING;Jts:2,9,3 I 444 \g. _`!•�tNt'av,� (,?/ 7 a' 89200PEL04.r JOB NAME : 3413-D POLYGON NW - AJ3 ,,i Scale: 0.4979 " WARNINGS:I.Baldere GENERAL NOTES, unless otherwise noted 7 OREGON `' 1. and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters sown and Is for an Individual OREGON V �'4/ Truss: AJ3 and NAmings before construction commences. balding component.Appllcabllby of design parameters and proper ,.r ry 2.1x4 compression web bracing must be Installed ed,. shown v. Incorporations(componentIs the responsibility of the building designer. I`© �' A f ya - 3.Additional temporary bracing to Insure stability during construction 2 Design and climistimes the top and bottom ctNely acechobraced to M lalerelty Drecetl ai Al: 'Y y by Is the responsibility of the erector.Additional permanent bradng of continuousesheathingrssucch as plrw.00d shthing(TC)and/or dryvng(hout their (BBC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bradMere ng required ere sown v• �'�� SEQ.: K1561302 4.Ne bed should be applied to any component untl alter al bracing and 4.IInnstalationoma1 Iuwthe rectoslbiltyused Inthe o non-corrosive vcontrrvkon. fasteners are complete and at no time should any bads greater then end en assumes condition"of use. TRANS I D' LINK resign traria be to any component. 9.Desiassumes AAI bearing al al supports sown.Shim or wedge If Design ass 5.CompuTeshasSe nononcontaloverandsesamesnoresponsibilityforthe teary. EXPIRES: 12/31/2015 fabrication,handling.shipment end lnetallatbn of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.Brie design Is furnished cabled to the limitations set forth by B.Plates s6al be located on both faces of Was,and placed so their center TPLN1 EA In BCSI,copies of which MI be furnished upon request. Ones coincide with joint canter lines. 9.Digits Indicate she of plate In inches. MiTek USA,Inc.JCornpuTfos Software 7.6.6(1L)-E 10.For beak connector plate design values sea 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 81&BTR LOAD DURATION INCREASE = 1.15 1-2=7 _ BC: 2x9 KDDF N16BTR SPACED 29.0" O.C. 2-3=(-198) 177 2-5-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -99) 36 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0^ 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2^ -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -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" I MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.00 17 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, ~o Truss designed for wind loads I in the plane of the truss only. 0 0 0 '' rPIALMIMIIIMIMIIIMMIIMIE 0 I 5�� f o 1 M-3x4 l y y 1-00 6-00 1-05-15 �(+ �} PR()Fe IP ROVIDE FULL BEARING;Jts:2,5,3,9 CV `t ,._ 892O0PE yr JOB NAME : 3413-D POLYGON NW - AJ4 Scale: 0.4704 'i WARNINGS: 41410P ' aldarGENERAL.TsadaignisNOTES, unteupotherwise eparante 'ISG OREGON �(r Truss: AJ4 1•and and erection contractor should commence.. dal General Notes This is based Applicability of perametanshown nr.tes parer individual and Wamegs before construction commences. balding component.Applicability of design permitters and proper ,�y 2.2a4 compression web bredng must be inetaled where shown.. incorporation of component is the responsibility of the building dastgner. oQ "7J, lit, 26��Y]_ 3.Additional temporary bracing to theme dal/Illy during construction 2.Design and .110 the top and bottom shores to he laterallyoenghe braced el '('� is the responsibility of the erector.Additional permanent bracing of T pc.antl at Ig a.c.annhc c ply unless braced throughout their length by ("y 11/30/2015 the overall structure la the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)ender drywal(BC). MSU]R ILA- DATE: ja nA 3.2x Impact bridging or lateral brdng required where Mown•• SEQ.: K 15 613 0 3 4.No road should be applied to any component until after al bracing end 4.Installation of eros le the reaponsfilry of the reapedee oontrador. fastener are compete and at no thea should any loads greater than 5.Design assumes tmws are to be need in a non-conmWe environment, TRANS ID: LINK design loads be applied to any component. end are for"dry eendRnn"eta... 5.Conniff!.has no control over and assumes no responsibility for the 6.Design assumes MI bearing at al suppoda Mawn.Shim or wedge If EXPIRES:12/31./2015. fabrication,handling,shipment end installation at camponents. .....y. 7.Desigdrainage Is 6.This design is punished subject to the limitations set forth by e.Pe essahal be locaeassumes duate on both face.oftrusis,ed.and placed w their center November 30,2015 TP6WFCA in SCSI.copes of which will be furnished upon request. Ines coincide with Joint center lines. Mitek USA,InnfCom uTrua Software7.6.6(114-E 9.Digits Indicate size of pee in Inches. pto.For basic connector plate design value"see 658-1311,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 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 8-17=(-132) 673 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1831) 993 19-16=( -9) 60 13- 5=(-191) 83 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1662) 508 17-10=(-317) 1430 6-15=( -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 14-15=( 0) 90 8- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 10-11=( 0) 68 16- 7=( -90) 117 ALL FLAT TOP CHORD AREAS NOT SHEATHED 7-17=(-503) 166 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" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 2-07-04 3-06-05 3-10-02 �3-03-05 5-05-11 5-03-10 4-10-11 5-01 Design conforms to main windforce-resisting 1 1system and components and cladding criteria. 12 12 M-4x6 M-4x6 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 � 5 M-3x4 M-3x89.00 P 6 7 : (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-1.5x3 M-1.5x3 3 o M-3x6 o0 0 ti c .'`12 M-3x8 0 1_15 O ,� "�. -1. o I M-5x10 I M-1.5x3 0.25'6 M-3x8 M-3x6 to o M-3x4+ -M-6x6(S) M-5x8 a 3.75 M-3x4+ 12 y )' y k )' P R OFks J. 2-05-08y 7-02-07 3-08-13 y 5-02-03 5-09-03 9-07-15 l l c3' Ca�N E (,f'f 1-0y-05-08 10-09-08 20-09 1-00 , phry�ry '`�' �� 34-00 . � 89200PE r" • JOB NAME : 3413-D POLYGON NW - C2 Scale: 0.1604 WARNINGS: GENERAL 50158, unless the..noted '1'L OREGON 1 t 14 1.Builder end erection conlredar ahold be edvlsad of al General Notes 1.This design Is based ens upon the parameters.6005 and I.for an hMwbuel "y' O fl lr OI V Truss: C2 and Wamings before consimdion commences. building componentApplicability aldeeign Para meters and proper = 1,Y a � s Z.aro compression web bracing must be installed where 10105815. incorporation of component I.Me responsibility of the building designer. -7 T '� 3.Additional temporary bracing to Insure stability during constructionZ 2.Design assumes the lop end bottom chortle to be laoughoterally braced et � la the reeponsibmy of the erector.Additional permanent bracing of c ntine.end et ea hins rsuch as psedunless brawn(TC)and/or their dry sfl B by M .`"... �� continuous sheathing were as ptywaad aired where s and/or tlryvAti(BC). 4.�i.71 DATE: 11/30/2015 the overall structure Is Me re.panlblity of the balding designer. 3.2a Impact brtdgbg or loteral bredng required share Moven s. 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the roaponlbllty of Me respective contractor. SEQ.: K1561305 fasteners are complete end at no time should any loads greater then 5.Design assume.trusses are to be used In anon-corrosiveenvironment, end are for"dry condition"of use. TRANS I D: LINK design bads be applied to any component.5,CompuTms has no control over and assumes no responsibility for the EXPIRES:Design assumes t bearing at.M supports shown.Shim or wedge if EXPIRES:12/31/2015 fabrication.handling,shipment end installation of component.. 7.Design assumes adequate drainage is provided. November 30,2015 B.This design is furnished subject to the lira/aliens set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANICA In SCSI,copies of which will be furnished upon request. g,lines Dleisscoin ncidde wiwith joint pcenter eato Nims. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E 1a.For basic connector plate design values see ESR-1311,ESR-1988(Wok) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=1-499) 2157 14- 3=( 0) 331 BC: 204 KDDF 01kBTR 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=1 -14) 60 15- 5=1-216) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 18-19=(-353) 1601 15- 7=(-534) 204 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 5- 7=(-1411) 534 19-12=(-401) 1430 7-17-1 -13) 234 TOTAL LOAD = 42.0 PSF 7- 8=(-1662) 618 16-17=1 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=1 0) 0 17- 8=1 -63) 144 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1718) 577 18- 8=1 -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1-1940) 591 8-19=(-512) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1 0) 68 10-19=1-143) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=1-211) 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. 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" f fMAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" A2-07-04` 3-06-05 3-08-01 2-0a-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 1 T j' i' T 1 ' 1' 1' 1' 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 9 00 M-4x6 Design conforms to main windforce-resisting 5 M-3x4 M-3x8 D Q 9.00 7 8 system and components and cladding criteria. Wind: 1oad duration40 mph, h=23.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), factorsed, Cat.2, Exp.e, MWFRS(Dir), M-3x9 l Truss designed for wind loads M-1.5x3 in the plane of the truss only. + 1 M-1,5x3 3 o M-3x6 0 'Cr 11 15 1 17 .« ~ M-5x10 M-3x8 0 16 '' �,B 19 ,1 3 'o 0 , M-1.5x3 0.25 M-3x8 M-3x6 1 M-3x4+ M-5x8 -M-6x6(5) o d 3.75 M-3x4+ 12 l l l l y l y e PA Op 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 A C�. 1-0(2-05-08y 10-09-08 y 20-09 1-00 ( ' '. N' � ''©, ,' b n n �y p CC 34-00 89200PE �r JOB NAME : 3413-D POLYGON NW - C3 Scale: 0.1604 - r /'3,., WARNINOS: GENERAL NOTES, udessethernelae noted: 0 "'s., Truss: C3 1.Builder and erection contractor should be advised of all General Notea 1.This design Is based only upon the parameters shown and Is for en Individual .30 OREGON *� . and Warnings before consinrctlen commences. building componentApplicability of design parameters and proper N 2.2x4 compression web bracing must be Installed where shown« incorponlbn of component lathe reeve bllty of the building designer. lb - ice. 1 3.Additional temporary bracing to Inure stability during construction 2.Design names Me top end bottom chortle to be laterally braced al T1 p.�'(' Is the re.ponsibllily of the erodor.Additional permanent Oredng of 2'o c.and at f0'Baca`such..st plywood a broad throughout their length by ' DATE: 11/30/2015 the uveral eructure Is the responsibility of the building designer. 3.2x Impactcontire bridginguous glor Meta l re aired where s erection drywaN(SC). 'y ol lateral bredng required where Moven r. R' R.I L\'- SEQ.: K 15 613 0 6 4.No load should be applied to any component untl after el bradng end 4.Installation of Foals its responsibility of the reapedWe contractor. co fasteners are mpiete and ed no time should any loadst greeter than 5.Design amines trusses are to be used in e non-corrosive envlronmed, TRANS I D: LINK design load.be applied to any component. end are for"dry condition"of use. 5.Compurns has no control over and assumes no responsibility forme 8.Design assumes al bearing et all eupparta shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling,shipment and InsialNHan of components. Is n,aa 7.Design ha.umes adequate drainage face is prodded. November 30,2015 8.Thla Mion,Is furnished sh pment to the dal limitations set forth by 8.2 Plates.hell be loaded an both na ge clause.and placed so their anter TPIM/ICA in SCSI,copies of which will be rumished upon request. Anes coincide with Joint center lines. S.Digits Indicate size of plats in Inches. MITek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-11)88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=(-1962) 915 10-11=(-210) 1519 3-11=(-476) 245 WEBS: 2x9 KDDF STAND 3- 4=(-1502) 458 11-12=(-140) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1084) 934 12-13=(-240) 1992 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1084) 434 13- 8=(-239) 1494 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-476) 245 8- 9=( 0) 68 7-13=( 0) 294 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED --= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -250/ 1542V -273/ 2738 5.50" 2.47 KDDF ( 625) 39'- 0.0" -250/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 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 ,( ' ' 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: 190 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 49.00 load duration factor=l.6, 9.00 M-3x4 y • Truss designed for wind loads in the plane of the truss only. ,.„4/FAI M-3x4 M-3x4 3 I rII -3x5 M-1,5x3 0 10 10.25" 0.25'2 M-1.5x3 M-3x5 o f � p Q� M-5x8(S) M-5x8(S) '�' y y y 1. 1, 1, `co : ‘.,..‘GIN E- `�'S/ 7-01 6-06-15 6-08-03 6-06-15 7-01i q.t. l 1 l 4! 1-00 34-00 1-00 Zr" 89200PE 'r JOB NAME : 3413-D POLYGON NW - C4 Sale: 0.1602 WA CC I. 11d08; OhRAL gnaunlanontheparametee .4. OREGON�, Q 7.Balder and erection contractor should be ativtsadof ell General Notes 1.This design M based only upon the parameters shown and Is for an individual ''��J 1.,1, Truss: C4 end Naming.before combustion commences. building component.Applicability of design parameters and proper 2.254 compression web bradng nasi be installed where shown+. Incorporation of component lathe responsibility of the building designer. /ie �' 14 r t.O 4 3.Additional temporary bracing to insure stability during constructionT op.and 2 Design assumes ms top end bottom t IT o.c.respectively asschobraced to be laterally breoad at L{- ( \\\ Is the responsibility of the erector.Additional permanent bracing of continuous,sheathing suchplywood sheathing(TC)and/or dryvAX length by DATE: 11/30/2015 its overall structure is me responsibility of the building dedgner. 3.Di impact bridging or lateral bracing required where shown++ `�� SEQ.: K 15 613 0 7 4.No bad should be applied to any component until after all bradng and 4.Inatagatbn of truss Is the responsibility of the respective contractor. fastenera are complete and at no time should any pads greater than 5.Design assumes West*are to be used Ina nen-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are far dry condition.Dian. 5.CompuTrua has no control over end assumed no responsibility for the 8.Mamie::.comes full bearing al all support.shown.Shim or wedge If EXPIRES:12/31/2015 ry fabrication,handling,shipment andstalation of components. 7.Design assumes adequate drainage isprovided. November 30,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shat be boated on both laws of truss,and placed so their center TPWYTCA in SCSI,copies of which will be furnished upon request. Anes coincide with Joint center lines. 9.Digits indicate size of plate in inches. Mild(USA,Ino./CompUTrNN Software 7.6.6(11)-E 10.For basic connecter plate design value.see ES11-1311,ESR-19138(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=( 0) 294 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1962) 527 12-13=(-314) 1520 3-13=(-475) 232 WEBS: 2x9 ROOF STAND 3- 4=(-1502) 569 13-14=(-183) 1149 13- 4=(-181) 567 LOADING 4- 5=( 0) 0 14-15=(-334) 1942 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. ION. 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"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1084) 516 8-14=(-181) 566 TOTAL LOAD = 42.0 PIF 7- 8=( 0) 0 19- 9=(-476) 232 8- 9=(-1502) 569 9-15=( 0) 294 NOTE: 2x4 BRACING AT 24"0C 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/ 1592V -274/ 274H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -328/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 15-11-11 2-00-10 15-11-11 1' 1' 1' MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" A 7-02-12 / 6-06-15 2-02-000-00-03-02 6-06-15 / 7-02-12 / MAX HORZZ. TL DEFL= 0.058" @ 33'- 6.5" / / A f I I I 1 14-00 14-00 T T 5 7 f f Design conforms to main windforce-resisting 12 M-9x6 AiIM_:x8 12 system and components and cladding criteria. 9.00 4 M-3Q 9.00 Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 M-5x8(5) (5) inthe plane of the truss only. 0.25" .25" 3 0 0 c rw1Ym 1 4 . I I -3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 1 •o o coPR tjf .M-5x8(S) M-5x8(5) ''<e, ' 65 l l l l CJ ‘`CINE . 7-01 6-06-15 6-08-03 6-06-15 7-01 �' ` R N J. l l y .y 1-00 34-00 1-00 4' : 920(7PE v"' JOB NAME : 3413-D POLYGON NW - C5 Scale: 0.1602 ^"F /'y.. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON �ei., Truss: C S • I.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual s�� As and Wamings before construction commences, budding component.Applicability of design parameters and proper �" A,'.. 2.204 compression web bracing must be installed where shown t. incorporation of component Is the responsibility of the buddng designer. 2"� 3.Additional temporary bracing to Insure stability dudng construction 2 Design assumes the top and bottom chords to berevgfllaterally braced at O • 1 L e G Is the rosponsldlily of the erector.Additional permeneM bradn9 of 2':Lc.end at 10'a.c.reepectNely unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility f the building designer, continuous ridgingsheathng such bracing wort sheet where shown drywall(BC). -s'( '..'L R IIA- �; component^ 4.In tmptio enthSs or the hterel po dn0 ty of he where mowo•t a d'I fl 1� SEQ.: K1561308 4.Ndleadmeldmeteebe nbanytianyloadsall eattinhand 5.Designanumes iso$aretowasedeadloevornnsdo fasteners are complete end et no time should any loads greater than 5.Design assumes susses are to be used In°non-corrosive environment, deal loads be d to component. end are for"dry condition"of use. TRANS ID: LINK g^ nw over 6.Designaewmeamllbeating at enwpponeehown.Shlmorwedgeif EXPIRES:12/31/2015 5.ComWTrus hes no control over end assumes no responsibility for the co-0, fabdcatlon.handling,shipment end bstaitatldn of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design Is furnished subject to the limitations est forth by 8.Plates shed be located on both faces dimes,and placed w their center TPIMTCA in SCSI,copies of which MN be furnished upon request. lino coindde with joint center lines. 9.Digits Indicate ales of plate In inches. MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1690 3-10=(-246) 204 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1379 10- 4=( -60) 472 WEBS: 2x9 KDOF STAND 3- 4=(-1798) 460 11-12=(-153) 1259 4-11=(-615) 289 LOADING 9- 5=(-1271) 455 12- 8=(-229) 1932 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-1748) 460 6-12=( -60) 973 TOTAL LOAD = 92.0 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" 2.97 KDDF ( 625) 34'- 0.0" -272/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 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 f f '1' 1' 1' MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-9x6 Q 9.00 9.00 4.0" Design conforms to main windforce-resisting 5 ,f,/ system and components and cladding criteria. )i 0Wind: 140 mph, h=25,6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp,B, MWFRS(Dir), M-5x6(5) M-5x6(S) load duration factor=1.6, Truss designed for wind loads .25" 0.25" in the plane of the truss only. 4 6 M-1.5x3 /kikA)00,M-1.5x3 3 0 0 .. v ^ as 4 I 10 11 12 0 �i i -3x5 M-3x4 0.25" M-3x4 M-3x5 1 o o M-5x8(5) 4 O POEC ` E S Sy y 1 y ,L e3 �G � 8-08-03 8-03-13 8-03-13 8-08-03 ��• '- �.0 „. y y y y ' � 1-00 34-00 1-00 � 89200PE - JOB NAME : 3413-D POLYGON NW - C6 Scale: 0.1602 . : WARNINGS: GENERAL NOTES, unless otherwise noted CJ OREGON t,,1.Builder and erection contrador should be advised of al General Notes 1.This desi gn Is based only upon the parameters shown and is for en Wdvidual *, Truss: C6 and Warnings before construction commences. building component.Appllceblllly of design parameter and proper V 2.Z44 compression web bradrp mull be installed where shown+. Q Incorporation of component is the responsibility of the building designer. �/' i"" 1 4 t•f ..y. 3.Additional temporary bracing to Inure stability during construction Z Design and.t the tap end bottom choles to be laterally braced et i G � t Is the responsibility of the erector.Addlbnel permanent brad f 7 o.c. at 15 o.c.respecdvely unless braced throughout they length by My ng o continuous sheathing such es pyweod sheathing(TC)and/or dryweN(BC). E"9 1 i L DATE: 11/30/2015 the overall structure laths responsibility of the balding designer. 3.2r Impact bridging or lateral bracing required where Mown++ 1-1 SEQ.: K 15 613 0 9 4.Na wad should be applied to any component until after all bredng and 4.IInnetaNat assumesass Iss the r a onWto be lNitye of respective contractor. etr cto,. fasteners are complete and at no time should any loads greater than and are or ryirynice.condition're use. TRANS I D: LINK design bade be to my component. 8assumes full bearing st aN supporta shown.Shim or wedge If .Design ass R CompiTrua has no n lied control over and assumes Sc responsibility for the .,sary. EXPIRES:. 12/31/2015 fabrication,hendling,shipment and installetien of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished eub)ad to the limitations set forth by 8.Plates anal be located on both faces of truss,and placed Cu their center TPIM'rCA In SCSI,copes of which will be furnished upon request. lines coincide with Joint center lines. Wee USA,lnc./Com uTrue Software 7.6.fi 1L E I For Digitsindicate sizeofparse inches.gvalues p ( } 1 H. Dor basic fesizeconnector plate in veluse sea EBR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=1-389) 1516 3-12=1-210) 186 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1992) 606 12-13=(-407) 1700 12- 4=(-137) 669 WEBS: 2x9 KDDF STAND 3- 9=(-1720) 593 13-14=1-407) 1700 12- 6=(-611) 212 LOADING 4- 5=1 0) 0 14-10=1-918) 1932 13- 6=( 0) 343 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1302) 524 6-14=(-605) 197 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1-1312) 528 B-14=(-125) 665 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 14- 9=(-209) 176 8- 9=1-1720) 604 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-1942) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 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 5Q.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 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1H0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 T f 'l 1' 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 1' 1' T T T T '1 10-00 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f 7 f ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 load duration factor=1.6, M-9x6 12 End vertical(s) are exposed to wind, 9.00 M-4x6 ' 9.00 Truss designed for wind loads 9 M-3x8 in the plane of the truss only. 6 1 M-1.5x3 M-1.5x3 3 + + • 041\S• z 0 1 w oit -3x5 M-3x8 0.25 " M-3x8 M-3x5 � f I g� h fy M-5x6(S) ,((e., I"fl� . y y ), y y c�S4. ,INE. �y t _ 9-07-15 7-04-01 7-04-01 9-07-15 . . - 6) VI 89200PE � 1-00 34-00 1-00 :Cr JOB NAME : 3413-D POLYGON NW - C7 + Scale: 0.1602 44. WARNINGS: GENERAL NOTES, unless otherwise noted ��� 1.Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and M for an individuallir Truss: C7 and ,j y.� blaming.before construction commence.. building component.Applicability of design parameters end proper a .. �� , 2.2x4 companion web bracing must be Installed where shown.. ho rparetlan of component Is the of the building designer. yf+" �- ` temporary 2.Design assumes the top end bottom chorda to be laterally braced at 3.Additional tem bract to Insure debility during construction 2'o.c.and at ID o.c.raapecthroty unless tinned throughout their length by A� y Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). "Il `Fj.(''i( k; DATE: 11/30/2015 the guest structure Is the responsibility of the building designer. G 2x Impact bndging or steal basing required where shown•• r��!l L SEQ. : Ki5 61310 4.No load should be applied to any component until after all bradng and 4.Installation of buss 1e the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusees are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applIed to any oomponant and are for"dry oondtlon"010.5. 5.CompuTms has no consul over and assumes no responsibility for the B.De Mco;�ewmes Mi bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. ry. .I 7.Design aawmesaded on drainageistruss, . November 30,2015 e.This design Is Mmlshed sidled to the limitations set forth by 8,Peter aheA be bated on both feces of Imes,and placed se their tenet TPIA TCA In SCSI,copes of Milch wtl be famished upon request. Ilene coindde with(alnt canter line. 9.Digits indicate size of piste In Inches. MiTek USA.Inc.ICompuTtus Software 7.6.7(114-E to.For basic connector plate design values see ESR-1311,ESR•1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 910BTR SPACED 24.0" O.C. 2- 3=(-1942) 492 11-12=(-274) 1698 11- 4=(-122) 659 WEBS: 2x4 KDDF STAND 3- 4=(-1720) 474 12-13=(-274) 1698 11- 5=(-596) 183 LOADING 4- 5=(-1300) 440 13- 9=(-339) 1432 12- 5=( 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1301) 453 5-13=(-594) 162 BC LATERAL SUPPORT 0= 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 PIF 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 PIP. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -240/ 1542V -196/ 1960 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 5-01 4-10-11 7-00-05 6-02-05 1-00 4-08-11 5-01 Design conforms to main windforce-resisting 1' 1' 1 f 1' 1 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, / 1 '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 M-4x6 12 load duration factor=1.6, 12 M-9X6 M-3x8 End vertical(s) areexposed to wind, 9.00 ' 5 Q 9.00 Truss designed for wind loads 1r sw+ in the plane of the truss only. M-1.5x3 M-1.5x3 3 +. + 'N41141%11\ ,/••••••••, O O 4 1 11 12 , 13Sos0 0 II 7M-3x5 M-3x8 0.25" M-3x8 M-3x5 of �3�yy�/�y M-5x6(S) {,,�� PRo/ , l l l l y y ��� IAGINE, h' cS'j�2 9-07-15 7-04-01 7-04-01 9-07-15 l l hn 1-00 34-00 1-00 rt. 89200PE -$7�- JOB NAME : 3413-D POLYGON NW - C8 Scale: 0.1852 . ' -""� WARNINGS: O.This design is NOTES, uNeupotherwise par noted OREGON�� �t t.Builder and erection contractor should be advised of al General Note. 1.This deign la bead only upon the parameters shown and Is for en individual {(, Truss: C8 and Warnings before conaructlon commences. building component.Appllcabny of design paramaten and proper 4e4* ill 2.Dt4 compression web bradng must be installed where Moven i. Incorporation of component lathe responsibility of the bolding designer. � -/3"- 1)- t � 3.Addllonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom Mess chords to be throughoutaterally braced et L�,y (y. by is the respontbillty of the arodor.Additional permanent bracing of ccontinuouds she0athingrsuch es lywood shaming(TCndlar drymel BC). 11 l �C DATE: 11/30/2015 the overall structure Is the roapontbllty of the building designer. 3.26 Impact bridging or Iteral bracing required where show c 4 'R R.1 1+- SE K 15 61311 4.No load should be applled to any component untl ager cep bracing and 4.InsteBatlon or truss Is the responsibility of the reapedNe contractor. 4 fastener.are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS ID: LINK desgnloads beapplied toaycomponent. 6 and rerordry anbeo.„clue.ua natwwn.snimorwe g 5.CompuTrrus has no control over end assumes no responsibility forme n a um.. g. pilo wedge EXPIRES:12/31/2015. fabrication.handling.shipment and inetallatbn of components. 7.Deshipmentsgn assumes adequate drainage is provided. November 30,2015 6.This dadgn is fumished abject to the limitations set forth by B.Plates*hal be beefed on both faces abyss,and placed a their center TPINVECA in SCSI,copies of which MI be furnished upon request. lnw coincide with joint center lines. 9.Digits indicate aha of pots in inches. MITek USA,Inc./ComipuTfus Software 7.6.7(1L).E to.For basic connector plate deign values as ESR-1311.158-1896(Muck) 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 #103TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=( -88) 126 SPACED 24.0" O.C. 2- 3=(-3056) 514 14-15=(-282) 2304 14- 4=( -108) 46 BE: 2x6 KDDF STANDR 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=( -50) 266 WEBS: 2x9 KDDF STAND 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 PIF 7- 9=(-4666) 1026 16- 7=( -724) 286 8- 9=( 0) 0 7-17=( -418) 766 NOTE: 2x4 OPACIOR AT EASOC UON. FOR LL = 25 POE Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 39'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 41811-12=(-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-309 where shown; Jts:2,4,6-7,10,19 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -393/ 2254V 34'- 0.0" -990/ 4753V 0/ SS 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, /X`/x\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 T T 6-01-09 5-01-09 1-0903-073-01-06 3-04-14 Design conforms to main windforce-resisting 3-04-14 3-01-061-'i' 'T 1 5-11-09 T 1 f f T f . system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 598# j' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e M-9x6 12 load duration factor=l.6, 12 M-4x6 End verticals) are exposed to wind, 9.00 5 6 7 Nied for wind loads 11111111\\60/4 in the plane of the truss only. 0 M-1.5x3 M-1.5x3 t. 3 N .� o 15 1 17 '18 es.�3 1 14 15 Eb.25" M-3x8 M- 8 1 Io M-3x8 Mir3025# ,0i, ,5:o PR04.. ,s M-7x8(S) J. J. J. y , l , cy �('a1NE /� 6-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 1 l � yya hh/ Fi' ,� 1-00 34-00 1 00 89200 E C'� JOB NAME : 3413-D POLYGON NW - C9 ,, /�' , ' Scale: 0.1839 •�, <•,• WARNINGS: GENERAL NOTES, uNess othenNee noted OREGON `i/ li Cr I.Builder and erection contreder should be advised of all General Notes 1.This design Is based only upon the parameters shown and Iprvren individual �. 'v Truss: C9 and Warnings before construction commences building component.Applioebllity of design parameters and ( ��A 2.Ad2.compression temporary web bracing must be Installed where shown*. Incorporolbn of component Is the reaponsirnny of the buildingcodesigner. GrQ 7 1 A e 3.Additional temporary braemg to Insure stability during construction 2 Design estrum..etin the lop act bottom scabs to de laterally bre delby � 1"Y ,coy. Is the responsibility I the erector,Addttlonal permanent bredn f T continuous and sheathing o.oreapadNety ood s braced Ihrougn d/ihelr al(Bngth), eR R 1�1 " o e g o continuous mealg such a plywood ehenhlnp(Tc)and/or tlrywal(BC). V DATE: 11/30/2015 the oven.structure N the reaponsib.ity of the bulding designer. 3.2N Impact bridging or Wend bredng required where shown•4 SE K 15 61312 4.No load should be applied to any component until after ell bradng and 4.Ineta.alion of truss lathe responaibiNn of the respective contractor. Q• fasteners are complete and at no time should any bads greater than 5.Dedgn assumes busses are to be used Ina non.00rrolve environment, design bads be applied to any component. and are for^dry condition'of use. TRANS ID LINK w wane 8.De.IgnassumesNNbearingatalsupport.shown.Shimorvedgei1 EXPIRES:12/31/2015 5.Com True has control over and assumes no responsibility for the necessn fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 30,2015 8.This design is furnished edged to the limitations set forth by 8.Plates shall be located on both feces of truss.and placed so their cheer TPtWTCA In BOSI,copies of Which will be furnished upon request. lines g.Digits sbtdindicde stth joint oi plaenter te in inches. MITek USA,Ino./CompuTrue Software 7.6.7)1L)-E to.For bad.connector plat.design values see ESR-1311,ESR-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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x4 KDDF 1916BTR SPACED 29.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x4 KDDF STAND 3-9=( -28) 90 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 HORS BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 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 ODPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL =-0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.007" @ 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" @ 9'- 7.1" Allowed = 0.269" 1' T MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 7 9 --/ Design conforms to main windforce-resisting ° system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=1.6, I End vertical(s) are exposed to wind, pfl' .. .._ . irn. „. ...„. ___ ? Truss designed for wind loads N in the plane of the truss only. A MI _. o p 1 m r M-1.5x9 0 0 o � Mb3x9 - M-3x4 M-3x5 1 y l l 2-03-12 4-11-04 0-09 J• y y y 00 p p OFss 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING;Sts:2,9,7 I f :: �GINEk"•9 firy,,w.+ 4t 89200PE V�\ JOB NAME : 3413-D POLYGON NW - CJ2 - A4111, .. �y.,. Scale: 0.5126 1, (`� s's. WARNINGS: GENERAL NOTES, unless otherwise noted: 7Jr� OREGON /�, 1.Builder and erection contractor should ba advised ofd General Notes 1.This design le based only upon the parameters shown and b for an Individual L,, aI,, � �"� Truss: CJ2 and Warnings before construction commences. building component.Appllcabtsy of design parameters end proper 2.2t4 compression web bracing must be installed where shown s. incorporation of component b the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction Z.Design and at lU the top end bottom della to he laterally braced at0 ��.'�� -. lame responsibility of the erector.Additional Remanent bracing of 2 o.c.and at,,o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is them responsibility ohne building designer. 2sminuct ahging orlaterlch bacing required sheathing(TC)shown«.ePo ng 4. talltle badging or Menet bracing rooftree when she o contractor.v S EQ.: K 15 61313 4.Nfa load shred bea appltete an to aro comtime should until aftHad erodnh and 4.DesigInstallationunaeagul Is me are to be of the respectiveenviron (astenere are complete and at no time any beds greater than 5.Design swam*Iruases aro to be used In s non-corrosive environment, baMbas applied m. and are for"dry condiio•of use. EXPIRES:12/31/2015 TRANS ID: LINK designpA ycompone 5.Campelr«has no control over and assumes no responsibility for the 8.Design assumes full bearing at ell supports shown.Shim or wedge If fabrication,handling.shipment and installation of components. ceasery. November 30,2015 7.Design dudes be Da ted on oticdrainage is provided. H.This design la ESt.copies subject to the lineation set forth by S.plata,led a with an both hcea of cruse,end placed so their center TP VWTCA In SCSI.«pies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate sire of plate In Inches. MITek USA,Inc./CotepuTrus Software 7.6.7(1L)-Z II.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 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=1-189) 300 5-3=( 0) 68 WEBS: 2x4 KDDF STAND 3-9=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 926V -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 KEEP ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 5-11-11MAX LL DEFL = 0.015" @ 2'- 9.4" Allowed= 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" 1' '' 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: 190 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Nload duration factor=l.6, M-4x6 o End vertical(s) are exposed to wind, c Truss designed for wind loads 3 in the plane of the truss only. A411111..--4111111111111111r-"- o E, o 2 _ mi r , M-1.5x4 0 M6-3x4 0 o M-3x4 M-3x5 l l . l 2-03-12 4-11-04 0-090 Plyvp 1-00 2-05-08 8-00 5-06-08 �C0 NC,IIVL'�ch� Slo'S� 'PROVIDE FULL BEARING)Jts:2,9,7 I ~ 8920O p C ,,. <t" \ ..,8720O1-E JOB NAME: 3413-D POLYGON NW - CJ3 Scale: 0.4686 � Cr WARNINGS: GENERAL NOTES, unless othenwlae noted "'L�p4.y OREGON x 4 t.Bolder and erection contradon should be advised of all General Notes 1.This design is based only upon the perimeters shown and b for en individual lk Truss: C J 3 and Warnings before construction commences. bolding component.Applicability of design parameters and proper e �� I 2a4 compression nab bowing moat de Innelha where shown+. Incorporation of component Is the responsibility of the balding designer. [_ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chards to be laterally braced at R R 1�1 is Me responsibility f the erector.Additional permanent bracing f Z o.c.and at 10'o.c.rsaphetively uNess braced throughout their length by lr By og o continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overall structure Is IM responsibility of the building designer. 3.2a Impact bridging on lateral brining regdlredlred Ahem shown++ SEQ.: K15 61314 4.No load should be applied to any component until after al bradng and 4.Installation of truss b the responsibility of the respectNe contractor. EXPIRES: 12/31/2015 r�jq ] C fasteners aro complete and et no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, a L/<71I G01 il design gads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK e.Design assumes full bearing atalt support.shown.Shim orwedge If November 30,2015 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is famished subject to the limitations set forth by 8.Plates shall be baled on both hoes of trues.and placed es their center TPIMRCA In SCSI.copies of v.kkh coil be furnished upon request. Ines colndde with Joint center linen B.Digits indicate alas of pale In inches. MITek USA.Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1371.EBR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 . 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x4 ROOF #1HBTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 968 5-3=( 0) 69 WEBS: 2x9 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"00. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 969V -74/ 213H 5.50" 0.75 ROOF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" f 1' .1 MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" ° 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, a, Truss designed for wind loads in the plane of the truss only. 0 N M-4x6 3 illimm ..._ 0 11.11.111111111C.11=o 7 ►z� i a, �-m ro M -1.5x9 o - MN3x4 0 M-3x4 M-3x5 1 2-03-12 1 4-11-04 10-091 rtsAIC:3‘ .8.9:00*.:E6)"....%.\\\I:"..* 419 1 1 1 1 1-00 2-05-08 8-00 5-06-08 `'p 'PROVIDE FULL BEARING;Jts:2,7,4 I JOB NAME: 3413-D POLYGON NW - CJ4 .4.01.. Cr Scale: 0.3929 1. C WARNINGS: GENERAL NOTES, unessathense noted TOREGON A. 1.Builder and erection cordradnr should be advised of al General Notes 1.Tha design Is based only upon the parameters shown and N for an Individual •C',r � " Truss: C J4 and Warnings before construction commences. balding component.Applicability of design parameters and proper O 7 '1 i1 fl 2.2.4 compression web bracing mat be installed where shown w incorporation o/component b the responsibilityresponsibility of the leu Idling designer. _ /R/a Y e ,�'j-� 3.#4485 a(temporary bracing to Insula Nubility during combustion 2.Design assumes the top and bottom clone to be laterally braced al •I �R'L` Vla the responsibility of the erector.Additional permanent leering er o.c.and at 10'd.c.IeapectNely anises braced throughout their length by C �"+ T continuous sheathing ouch es pyxootl sheathing(TC)and/or drywal(Bc). DATE: 11/30/2015 the overall structure is the responsibility of the balding designer. 3.2i impact bridging or lateral bracing required where shown++ SEQ.: K1561315 4.No load should be applied to any component untilafter al bracing and 4.InstalationoftrussIsmeresponsibility oftheco respective fasteners are complete and at no time should any loads greater than 5.Deign assumes Misses are to be used m a nen-corrosive environment EX P!RES:1x/31/2015 design pude be led to an M. and aro for"dry condition'.of use. TRANS ID: LINK gra pp ycompone 5.comvurrus n.s no control over and..comes no responsibility for the H.Design assumes nal bearing et ell supporta shown.shim or wedge If neia November 30,2015 fabrication.handling,shipment and Imtalletiun of components. 7.Deigngnasae sume"adequate drain ge Is provided. S.This design k furnished subject to the letetlons set forth by 8.Plates shell be located en both faces ettrues,and placed so their center TPIM?CA in SCSI,copies of vhbh wtg be famished upon request. lines coincide with Joint center lines MRek USA Inc./Com Trus Software 7.6.7 1 L Z 9.Digits indicate airs of plate 1n inches. Pu ( 10.For basic connector plate design vamp 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: 2x9 KDDF Ifl&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC: 2x9 KDDF 91&OTR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=( 0) 69 WEBS: 2x9 KDDF STAND 3-4=(-212) 177 3-8=(-921) 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 = 92.0 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/ 999V -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/ 393V 0/ OH 1.50" 0.49 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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'- 4.9" Allowed = 0.354" MAX TL CREEP DEFL= -0.029" @ 2'- 3.8" Allowed = 0.972" MAX HORIZ. LL DEFL= -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL= 0.026" @ 7'- 3.0" 12 Design conforms to man windforce-resisting 7 system and components)and cladding criteria. Wind: 140 mph, h22.9ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=t..6, End vertical(s) are exposed to wind, N Truss designed for wind loads in the plane of the truss only. ,,,/ d, -� � M-1.5x4 1 1 M23x4t. O M-3x4 M-3x5 1 1 I. l 2-03-12 4-11-04 0-09 y1-oo , 2-05-08 7-06-03 l y 4�\�' GI E •,6:S/0 1 8-00 1-11-11 .��w in (PROVIDE FULL BEARING;Jts:2,8,4,5 I ""e`" 89200PE• `. JOB NAME: 3413-D POLYGON NW - CJ5 Scale: 0.3317 ('mak r. • y' WARNINGS: GENERAL NOTES, unless othemlx noted `� 40 Oa ON ya is t!" Bulbar and erection codrador ehodd be advised oral General Note. 1.TMs design Is bead only upon the parameters ahovm and Is for an Individual �" ! f y '•r Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bredng must be Installed Mere sheen a. Incorporation of component h me responstbdtty of the building designer. 3.Additional temporary bracing tel Insure stability during construdlon 2.Design assumes IM top and bottom chords to be laterally braced at 9•i.R i t-k- is the rogronstbillly of me ardor.Additional permanent bracing of 'o.c.and at ill o.c.reach se ply unlex braced throughout their length by f'��-•S DATE: 11/30/2015 the overall structure is the eIbli f the budding designer. Mlnuoueshgingl org leiter.eeing red quired where thing(TC)andlor reaPon h o3.h Impact bridging or letenl brewing re9ulretl wbaro ahawn,� SEQ.: K15 61316 4.No bad should be applied to any component until aver all bracing and 4.Installation or buss Is the responsbilty or the respactNe contractor. /❑l] { r'�/q y r](�y fasteners are complete and at no time should any bads greater than 5.Design assumes truxes are to be used in a noncorrosive environment. EXPIRES:RES. Ll a,7 I/Z.V 1 TRANS ID: LINK design bads be applied to any condoned. and are for"dry condition"of use. 5.Com WTrus has no control over and assumes no responsibility for the 8.Destgn assumes kill bearing at a0 supports Mown.Shim or wedge If .I fabrication.handling,shipment and installation of components. necessary. November 30,2015 7.Design assumes catethiis provided. 6.This design Is tarnished subjectsubjectio me Ilmlimitationslimitationsnet forth by e.Plates shad be locatedd on on both hoes of truss.and placed so their renter TPI(TCA in BC51,copies of vlN<h vol be furnished upon request, lines coincide with joint center lines. 9.Digits indicate etre of plate In inches. . MITekUSAInciCom uTrusSoware7.6.7 )Z 7O For bask connector sn sdo design values see ESR-7371,ESR-1 g88(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&RTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-7=1-167) 274 7-6=1 0) 18 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-361) 68 6-8=1-256) 413 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=1-284) 245 3-8=1-426) 263 LOADING 4-5=1-102) 49 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -36/ 997V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 8971 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net('-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed = 0.133" 5 -/ MAX LL DEFL =-0.020" @ 2'- 4.4" Allowed= 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed= 0.472" MAX HORIZ. LL DEFL= 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 1 4 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=1.6, +-I End verticals) are exposed to wind, I Truss designed for wind loads o in the plane of the truss only. m M-4x6 3 o AtillIll.. ✓lir ro M-1.5x4 1 I o M-3x4- M 3x4 0 M-3x5 ) l )' )' 2-03-12 4-11-04 0-09 �0) PRQi- yl-00y 2-05-08 y 9-06-031 y co NaGINE' -•/42 8-00 3-11-11 //���., 892{�/� }E rs 17 'PROVIDE FULL BEARING;Jts:2,8,4,5 I V` �/�/i roie JOB NAME : 3413-D POLYGON NW - CJ6 ..... ; Scale: 0.2919 .,M OREGONjCr WARNINGS, GENERAL NOTES, unless etharvdee noted W 1.Builder and erection contredor should be advised Diad General Notes 1.This deign Is based only upon the parameters shown and Is for an Individual r [li\� � Truss: CJ6 and Warnings before construction commences. building component Applicability of design parameters and proper A* V 2.Di4 compression web bracing must w Installed vines shown+. incorporation of component Is the responsibility of the budding designer. Y y� 3.Additional temporary bracing to inure stability during construction 2 Design assumes the top and bottom droit to w laterally braced al I R 1�y jJ Ie the responsibility of the erector.Addition&permanent bracing of T o.c.and al 1g o.c.respectively unless braced throughout their length by FIR {..^ DATE: 11/30/2015 the Ovral atrucluro is the responsibility of the building designer. 3.24 Impact bdtl Ingcontinuous &orr lateral brng such as acing q fired w g(TC)ocd6n drmsi9SC). p g ng ry ofthe reapsshowo++ SEQ. : K1561317 <.Nokedshould sas0wleteaapplied atany component sshouluntpoilerall geredrhand 4.DesigntasofMuerla sIMroetobueofintonpedosicontactor. ra.canre.reeomgmaanaatnume.noumanykaaagreaterthan S.Deianaswmeatrueaeaprotowuaaamann-cormeiveenvironment. a [] [ dent loads wa applied an component. end are for rn condition.of use. EXPIRES:12/31/2015 . TRANS ID: LINK g^ ppit• r 5.CompuTrw hes no control over and aim no responsibility for the E Deign assume full bearing at ail support•Moven.Shim or Wedge If fabrication,handling,shipment and installation of components. asmty. November 30,2015 7.Design assumes adequate usosinace is truss,provided. S.This deign la lumlstrod subject to the Ilmilawns set fodh by B.Pities shall be located on both aces of truss,and placed so their comer IPINVTCA In SCSI,copies of which Wil be furnished upon request. g5es coincide With joint center lines. MITak USA InayCom uTrus Software 7.6.7(114-Z 9.Digits indicate she of plats In inches. P10.For basic connector plate design values see ESR-1311,ESR-steps(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x4 KDDF 816BTR SPACED 29.0" 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0`- 0.0" -62/ 287V -19/ 72H 5.50" 0.96 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 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" @ 9'- 4.8" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 V Wind: 140 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ti o - � M-3x9 l l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 89200PE v JOB NAME : 3413-D POLYGON NW - J1 .�- scale: 0.5751 1.Builds WARNINGS: GENERAL NOTES, unlessothernessthe parameters OREGON *. Truss: J 1 Builder and s before contractor should be advised of all General Notes This building co h basad only upon the parameter shown and is for en individual and Warnings baron canetrucllon commences. bugtllnp component Applkebll8y of design perimeters and proper �.. '.;•• ).34^ 2.2e4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. <(..) s o 3.Additional temporary bracing to Insure stability during construction 2.Design assumes IM rola end bottom charts to be laterally braced et4 Is the responsibility of the Brant Additional permanent bracing of T o c.and at 10 c.c.respectively unless braced throughout their length by continuous sheathing such as pNwood sheathing(TC)and/or drywxll(BC). 4/4ini r' t DATE: 11/30/2 015 the overall structure N the responsibility of the building designer. 3.Ze Impact bridging or lateral bracing required where shown** {'1 1-1 0- SEQ.: Ki5 613 2 0 4.No load should be applied to any component until alter as bracing and 4.Installation of trues is the responibilty of the repacove contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied teeny component. end are for%rycondlon^of um. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes bearing at aY supports shown.500 or wedge If EXPIRES:12`e31.`2015. fabrication,handing,shipment and installation of components. necessary. EXPIRES:CJ L`/ti7 /. 4! '.Design assumes adeqof " drainage November 30,2015 6.This design is furnished subject to the!Welborn set forth by 8.Plates shat en Ds located on boththfaces of trues,and placed w their center TPIMTCA m BCSI,wpbs of which will be furnished upon request. line coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MRek USA,Int./CompuTfus Software 7.6.6(1L)-E 10.For basic nonnactor plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+IL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 9'- 9.8" Allowed = 0.472" 3-11-11 .� .r MAX HORIZ. LL DEFL= -0.000" @ 3'- 10.9" MAX HOAR. TL DEFL= 0.000" @ 3'- 10.9" 12 9.00 7 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TC DL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 r1 M-3x4 y 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 ' 8-00 4C? • y� 8920OPE f' JOB NAME : 3413-D POLYGON NW - J2 .//6yI+7 Scale: 0.5501 '' " �4�, WARNINGS: GENERAL NOTES, unless otherwise noted: p\C/•�--/��(�� 1.Builder and erection conirador should be advised of al General Notes 1.This design b based only upon the parameters sham end h for en Individual 3' A..OREGON yam, Truss: J2 and Warnings before eon.tructbn commence.. building component.Applicability of design parameters and proper fN l 2.2.4 compression web bracing must be Installed Where shown+. incorporation of component I°me rosponsibAlry of the buXding deeloner. f 2. r construction 2.Design assumes me tap and bottom chords to be laterally braced et [J, 1 3.Additional temporary bracing to Insure stability during cons ction s Is me responsibility of the erector.Additional permanent bracing of contio.c.and et 1 d c.c.rs.oh.s sly unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responabdl f the building de 2x hoped aNging ofng fuchasacngcduired where shown as a%(BC). +:I3 A'�.�( ty a o racing 3.2s Impact bridging or lateral bracing d she required where Mown++ n IR - SEQ.: K 15 613 21 4.No bad ahouM be applied to any component until ager al bracing and 4.Installation of truss Is the rosponsibilly of the respectNe contractor. fesienen are complete and at no time should any bads greeter than 5.Design assumes trueees are to be used In a non-corrosive environment, TRANS ID: LINK dedgn Inds be applied to any component. end Sr.or"dry condition"of use. 5.Compu7rus has no control over and assumes no responsibility for the e.De�g assumesfdl beadng.t.l supports shown.Ohm or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design ry h.�me`adequate drainage is prodded. November 30,2015 8.Thio Asign h ffurnishedsubjectsubjectio the limitations set font by 8.plates shag ha o located on hem laces'Anise and placed so their comer TPIANTCA In 0101,copies of which MA be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate she of plate in Inches. MITek USA.Inc./CompuTrus Software 7.6.6)1L)-E 10.For badeconnector plate design values see ESR.1311,ESR.1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 922V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.149" @ 3'- 2.1" Allowed = 0.457" I I MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX BORIS. TL DEFL = -0.001" @ 5'- 10.9" 12 �) 9.00 17 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads to in the plane of the truss only. 0 0 c o li o �� ��4 f 0 M-3x4 y 1-00 y y (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 ��90 P A 04,hh co NAGI NEE- /42 :92OOPE rr"' JOB NAME : 3413-D POLYGON NW - J3 Scale: 0.4979 illi ry, 1NARyldaro O.This gra is unless on BeerMsear rated: l OREGON .. �)` 1.Builder and erodlon contractor should be advised of all General Notes 1.This deign Is based only upon the parameters shown and b for an individual �f V(R� l.�lVJ�'VV Y./ Truss: J3 and Warning.before construction commences. building component.Appllcablllty of design parameters and proper t 2.234 compreeslnn cab bracing mut be Metalled where shown 4. Incorporation of component le the responsibility of the bupoing designer. /'a^ !' 2. �+y.. 3.Addllonel temporary bracing to insure stability during construction 2.Design assumes the top end bottom chows to be laterally braced at Set 1f�. s Ia me ro tbllly of the erodo,.Additional permanent bracing of 2 o.c a.at 1U Data roaped.ey unless braced throughout their length by (�8'7/ DATE: 11/30/2015 the overell structure la the responsibility of Be building designer. 3.23 limped bridging en lateralae plywood squired when..hnand/or tlryweA(BC). /,�`U f"'3 i `,,,, SEQ.: K 15 613 2 2 4.No load should be applied to any component until after.A bracing and 4.Installation st llation of truss Is the aro o be used of In.reser contractor. 1�1 1r fasteners are complete and at no time should any loads greater than Design assumes MissesTRANS I D: LINK design roads be applied to any component. and are for'dry condition.of use. 5.compeTnn wn has no control over and a. mee responsibility for the 6.Deign EXPIRES: Nil bearing t all supports sham.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. 7.DeRgn assumes adequate drainage I.provided. November 30,2015 e.This design Is furnished subject to the limitations set forth by e,plates shall ba located on both faces of truss,and placed so their center TP9WICA in SCSI,copies of which vdp be famished upon request. lines coindde with Joint anter lines. 9.Digit.Indicate slag of plate In inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basicconnedor plate designvaluea see ESR-1311.ESR-1933(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" 0.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 = 92.0 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) 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 POP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.624" f ' MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 1/7, ." 4 y 1-00 8-00 l '� D pf F".` V 611 (PROVIDE FULL BEARING;Jts:2,4,3 I tl�,�� �\ N Ek,� fj3 JOB NAME : 3413-D POLYGON NW - J4 4111111F,/� '��,.��. . Scale: 0.4357 WARNINGS:alderGENERAL design b• untaupotherwise eparametnoted: OREGON .4/4, 1.Balder and erection contractor shouts be advised of el General Holes 1.This tlestgn b based only upon the parameters Moven and is toren individual yam_ Truss: J4 and Warnings before construction commence.. buiding component.Applicability of design parameters and proper N V. 2.204 compression web bracing must be Installed where shown+. 2. Incorporation eslwmef°the toP and bottom chords Inent is Me to baty/bN br°cetl sthe building aner. 4- -,r,° k 14 4' �' `I 4r 3.Additional temporary bracing to Insure N.5155 during constnacllon T cc.and N 1d co.reapectNely unless braced throughout their length by T - '�-.� Is the re•ponstbltity of the erector,Additional permanent bracing or continuous sheathing such as plywood sheathing(70)and/or drynsl(BC). `W'f' "'/7 R ILA- DATE: 11/30/2015 the overall structure is gra responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ r•T3 SEQ.: K 15 613 2 3 4.No bed should be applied to aro component until after al bracing end 4.Mediation or hustle the reeponebllty of the respective contractor. /astenere are complete and at no time should any bade greater than 5.Design assumes ton..are to be used Ina noncornsly°environment, and ere for"dry condition"of use. design bads be applied to any component. TRANS ID: LINK 5.CompuTru•he•no control over and amines no responsibility for the 8.Design assumes full bearing at.l supportshown.shim or wedge lir EXPIRES:12/31/2015 fabrication,handling,shipment end m•talltion orcomponents. rya EXPIRES: "/„i '. assumes adequatedrainage is provided. 8.This design is furnished subject to the limitations wt forth by e.pat..chal be located on both feces dhow,and placed w their center November 30,2015 TPWVECA In SCSI,copies of which will be lumhhed upon request. lines coincide with joint center linea 9.MI7ek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10. Forconnector basic igits indicate she ppaata n banl. plate de•Igo value.see ESR-1311.ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&SBTR SPACED 29.0" O.C. 2-3=(-259) 236 3-4=(-132) 54 TC LATERAL SUPPORT <= 12"OC. SON. 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 PIP LIMITED STORAGE 9'- 11.7" -98/ 94V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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,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. o ,,,/ -, -3x9 1-00 8-00 (PROVIDE FULL NEARING;Jts:2,5,3 9 1111-11 y ren Gt�'"+[`+.(J h/42 fC5' 'T U ✓ 89200PE f"'" JOB NAME : 3413-D POLYGON NW - J5 AgOP,/.of/0' Scale: 0.9026 "" "..44.. C) WARNINGS: Oml.de NOds ab, untess uponthndse eparamete OREGON 4/ 1.Builder and erection contredor Mould be nces. of al General Nolela 1.buil building on Ip00based. ppl upon the parameters as move,and la for en Individual yam, Truss: J5 and wamma•bahromnmuclass commences. wlorpocomponentponen ish ofdesignparemetereand proper !". ), 2�� �"s. 2.204 compression web bracing must be mstaibd where shown 0. Ass Incorpontlen of component Is the responsibility of the building designer. �O s 3.Additional temporary bracing to Insure stability during construction 2.Design and.t 11 the tap end bottom choles to be laterally braced el Is the rosponMblllly of the erector.Hddlt:eeal permanent bracing of continuous o.e. et 10'o.c.respect.ely unless brettd throughout their length by DATE: 11/30/2015 the overall structure Is them mpactsheathing or laterales acng re vire shownedrywaA(BC). 140:31:11.o.- DATE: `r'�'Y �; responsibility Ad hotel building designer. 3. Impact bridging or suchlaterbracing required t ethers Mown*t �'li i. SEQ.: Ki5 613 2 4 4.Na load mond be applied to any component until after all bracing and 4.matallatmn oftruss la the responsibility of the respective contractor. fasteners are compete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are for"dry condition.of use. S.CompuTms has no control over end assumes no responsidlny forme e.Design assumes NI bearing at ell supports mown.Shim or coed=.H EXPIRES:12/31/2015. n. ,o.. fabrication,handling.mipmentand lettalleaonofcomponents. 7.Designeesumesadequate denboreinageisprodded. November 30,2015 8.This dale="Ili Nmiehed subject to the limitations set forth by 8.plates mall be located on both faces of truss,and placed so their center TPI/W1CA In SCSI,copies of which MB be Nmhhed upon request. Anes coincide vdth joint center lines. g.Digits indicate We of plate In Inches. MITek USA,tnc./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-0011,ESR4088(Wed) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"00. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORE 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/ 499V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 USE 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" -91/ 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 DEE). = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HOAR. 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. 9.00Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o /77/ ."" 0) PROF k 1-00 1 8-00 3-11-11 j. y �c<' GINE ' 'PROVIDE FULL BEARING;Jts:2,5,3,4 I V� -` ,. 89200PE �<" JOB NAME : 3413-D POLYGON NW - J6 /-49. Scale: 0.3548 ...-.4 1+ • --- • WARNINGS: GENERAL NOTES, unless othenNw noted Iln OREGON ., 1.Builder and erection contractor should be advised of al General Notes t.This design Is bawd onty upon the parameters ch=um and h for en individual Truss: J6 and Warnings before cenetrucibn commences. building component.Appllab8lty of design parameters and proper ,S," .1' A AT 2.204 compression web bradng must be metalled where shoes+. Incorporation of component I•me responsibility of the building dedpner. 4\ 4 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and ueiybottm chords to be hhrelty braced at a N ma roeponstbiity of the erector.Addcsnal permanent bredng of 2 o s.end at IS o.c.respectively°Mess braced throughout their length by . DATE: 11/30/2015 the overal structure h the responsibility of the bolding designer. continuous sheathing overh as adng reteemed meed sheathing(TC)end/ordrywsl(BC). =I.�: (") ( y. 3.Ie Impact begin.or lateral bracing8y of the where shown++ 1�1 1+ SEQ.: K1561325 4.No bad should beapplied toany component untlafter aNbracing and 4.InstalationoftrueIsthe aretoblbllllyoftherespective contractor. testament are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a rwn<ormslve environment, design loads be applied to any component. and are for'dry condlion"of use. TRANS I D: LINK 5.CumpuTrus has no conwl over and assumes no responsibility for the 6.Design assumes MI bearing al all supports shown.Shim or sedge If EXPIRES:12/31/2015 y. fabrication.handling.shipment and Installation of components. 7.Mcegna ss 1cc aeaumseaded on eoth drainageistruss,e. November 30,2015 6.Thi•design Is furnished subject to the limitations set fonh by e,Plates shall be bated on both feces of truss,end placed so their center TPW,TCA In SCSI.copies of which MN be fumlehed upon requestlinea coincide with joint center lines 9.Digits Indicate she of plate in Inches. Mitch USA,IRC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR•131 t,658.1988(MITA) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=) -49) 39 BC LATERAL SUPPORT <= 12"OC. SON. 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 = 92.0 PUP BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSP Ground Snow (Pq) 0'- 0.0" -30/ 499V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 16BV 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 990V 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 -/ '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 = 0.251" @ 4'- 58" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORI2. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL= -0.007" @ 13'- 10.9" 12 Design conforms tomrn windforce-resisting 9 00 7 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat2, Expe, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. ,,',Z 6-_. � V PR04.x, y J y y Cj cS' 1-00 8-00 5-11-11 } ,. GINE^ /0 N , ,,. 61' I,0I, 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 1 `� �� 'e� JOB NAME : 3413-D POLYGON NW - J7 Scale: 0.3133 _411P _^' WARNINGS:ogderOhRAe gra Is unteupon thevi.noted'. 4.OREGiON�� .t e""'_ 1.Builder and erection contndor should be advised of all General Notes 1.This destgn Is ba.tl only upon the parameters shown and is for an individual OREGON�a '"(/ Truss• J7 and Warnings before construction commences. building component.Applicability of design parameters and proper [/ [� 2.2t4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility or the building designer. /'"� -] y t ya 3.Additional temporary bracing to insure stability during construction 2.Design red 10 the top end bottom chords is be leterely braced at ay 4' is the responsbl 1 the erector.Additional t bracing of T o.c.and at 1R a.c.respectivelyp5 unless braced throughout their length by ry,��'�� ith/o permanent continuous sheathing such as pNwoed shsethlrp(TC)end/or drywsl(BC). ('+ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where.hewn e SEQ.: K 15 613 2 6 4.145 wad should le41 applied to erg component until after el bradng and 4.Installation of truss isthe res o Md1sNyC the rospootivei contractor. er.environment. fasteners are complete and al no time Mould any wads greater than antl en fssudrys nsses al I sb. TRANS ID: LINK design bade be applied to any component. 8.Design mums Mi bearing al all supports shaven.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility forme .eiry. EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of component.. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shag be leveled on both laces olio.,end placed so their center TPIM/ICA In SCSI,copies of whkh 61 be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate site of plate In inches. MITek USA,Inc./CornpuTrue Software 7.6,6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" 0.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT 1= 12"0C. UON. LOADING 4-5=1 -89) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIP 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/ 995V -151/ 927H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL= -0.009" @ 15'- 10.9" Design conforms to mlwindforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 (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. 0 M-3x5(S) I I ti 0 ti 0 ►?IMIIIMMMMMMWMMMMMINIMMMM 1 6 t o M-3x4 .<., 0,51 P804, k y y y cod GINE `S'/O 1-00 8-00 7-11-11 (t,,s� _ ' ,. (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I '+v/ :9210P ,.+ JOB NAME : 3413-D POLYGON NW - J8 Scale: 0.2795 .."' ... . a,,,w, .WARNINGS: GENERAL NOTES, unless upon hise parameters " fe OREGON 4i Truss: J8 ��°r and erection<°nirador trade be advised of all General Notes This design is based only upon the paremetere Nnwn and 1.kr an individual �/y �` and Warnings before construction commences. building component Applicability of design parameters and proper yc 2.2.4 compression web bradng must be installed v4nr.shown+, incorporation of component Is the responsibility of the building designer. e Ci 3.Additional lemporery bredng to insure stability during consbudkn 2.Design end.t tD the top end bottom chords to be throughouty their et W �" Is the responsibnily of the erector,Additional permanent hosing of T a.c. at ee o.C.respectively ply unteae braced their length by - f1. continuous ridging or such as plywood sheathing(TC)and/or drywell(BC). `�R L1 �J DATE: 11/30/2015 the overall structure Is the reeponsibNlty of the building designer. 3.h impact bridging or lethal bracing required where shown++ l.- SEQ.: K 15 613 2 7 4.No load Would be applied to any component untg ager an bradrq and 4.Installation piques is the responsibility of the respective contractor. feslenere are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in s noncorrosive environment, TRANS ID: LINK design bade be applied to ally component. end are for"dry condition.aruse. 5.CompuTrus hes no control over end assumes no responsibility forth. 6.Destgn assumes MI bearing at al supports shown.Shim or wedge if EXPIRES:12/31/2015 febncetion,handling,shipment and installation of component.. necessary. 7.Design latessr Nes.deduate enbot face"provided. November 30,2015 8.This I CA n CSI.otl whose to the limitations(urns het forth 8.bees n inns be located on beth Inces of truss,and placed so their ceder TPIIWFCA In SCSI.copies of wfikh MN be Nmlehad upon request. Ines coincide with)Did cooler lines. MITek USA,Inc./Com Trus Software 7.6.6 1 L E 9.Digit indicate she of plate in inches. PU ( )- 10.For basic connector plate design values see ESR-1311,ES11-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 HOOF #10BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 0051. 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/ 29H 1.50" 0.40 KDDF ( 625) Cl'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) 12 LL = 25 PIP Ground Snow (Pg) 1'- 0.0" -34/ 20/1 0/ OH 1.50" 0.03 KDDF ( 625) • 4.00 17 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 ABS IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N 2 r-i N / I; l r o M rn o o // 114 / M-3x5 y l y ails .D PROFA' 1-00 1-00 �`. GIN 'f0 4. `PROVIDE FULL BEARING;Jts:2,3,4 89200PE 1- JOB NAME: 3413-D POLYGON NW - EJ �u Scale: 1.1020 0 s�- WARNINGS: GENERAL NOTES, unless otherwise noted , OREG©N , 44 I.Builder and erection contractor should be advised old General Notes 1.This design Is based only upon the parameters shown and h for en Indhlduel /.40 '11-- s 2�, Truss: EJ and Warnings before construction commences. building component.Applicability of design parameters and properN. 2.244 compression web bredrg must be installed where shown h. Incorporation of component is the responsibility the building designer. C1. 3.Additional temporary brewing to macre stability during construction 2.Design assumes the top and boftom chords to be laterally braced al L:s.e JR t t_ V Is the responsibility of ms erector.Additional permanent bracing of 2Ao.c.end at iR c.o.respectively unless brotd throughout Meir length by iCw'f"? l.� DATE: 11/30/2015 the overall structure Is the responsibility of the building da continuous Weighing en later lb awgre tired Iters a and/or dtyweN(BC). signet. 3.2x Impact bridging or lateral bracing required when strewn*, SEQ.: Ki5 613 2 8 4.No Toed should be applied to eny component will after all bracing end 4.Instelellon of truss Is the teepondblity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes truss.are to be used in•non-earrosve environment. EXPIRES:12/3112015 TRANS ID: LINK design bads beappledtowycomponent. wdare for"dry condiion"ofu.e. 5.CompuTrus hes no control over and assumes no responsibility forma 8.Deseweetywmss NI bearing at ell supports shown.Shim or wedge If fabrication.handling..hipment and installation of component.. November 30,2015 7.Design assumes adequateoboth.0 drainage Is provided. 6.This design h mmlsirod subject to the limitations eel bah by B.Plates sig be Wilted on both faces of Wes,and placed w their comet TPSWTCA In SCSI,copies of WMM will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate In inches. MITek USA,Inc./CorripuTrus Software 7.6.7(1L)-E /O.For basic connector plata design values see ESR-7371,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/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x4 (DIP #1&BTR SPACED 29.0" O.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC. CION. 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" 0.98 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. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -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" T ,f MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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. 0 0 "+ ti I vPIA!! 111111111 o o 1 M-3x4 1 1-00 2-00 !PROVIDE FULL BEARING;Jts:2,4,3 I ' ‘,.GIEE, --/o 4C?. 4 :9200PE T-'" JOB NAME : 3413-D POLYGON NW - SJ1 ''� Scale: 0.6696 ry111111P. r Ott' 1.WARNINGS: G.Thi,de design Is NOTES, unlessotherwise parameters C17 , OREGON L . 1.Buptlar and erection coMredor should be advised of al General Notes I.This dssipn U based only upon the parameters Movm and le for an individual Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2W compression web brodng mug be Metalled where shown« Incorporation of component Is the responsibility of the building designer, f' �^y ..`y,, 2.Design assumes the top and bottom chords to be letugho braced at -Ifr '�(I. G�- 1 • 3.Additional temporary bating to insure stability during construction 2'cc.and alt 3 o c respectively unless braced throughout their length by Y '(}s Is the responsibility of the erector.Addmonal permanent bracing of 2e Imp ous sheathing such as plywood ahealhing(TC)andfor drywel(BC). `✓/E`r7 R IO- DATE: Y 11/30/2015 the overall stilette is me responsibility of the building designer. B.2r lmpad badging or stent bracing required stere shown.. w.r'f SEQ.: K 15 613 2 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the nsponsib@N of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes Inoses are to be used in a noncorroeive environment TRANS ID: LINK deAgn ba ds be applied to any component. and are for'dry oendnion^Druse. 5.CompuTrus has no control over and assumes no responsibility ter the 8.De siwg assumes full bearing el all supports shown.Shim or wedge if EXPIRES:12/31/2015 fabrication,handling,shipment end Installation of components ry design furnished '.Pe"gnaallbeesedede thtae"provided. November 30,2015 8.This sign furnishedwbiad to the limitationslimitationslimitationswt forth by B.Plates shall be located ted an both faces coand w es of w, placed their center TPNNICA In BCSI,copies of which EEA be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./Com Trus Software 7.6.6 1L E 9,Digits Indicate ecce connector p pates In Irahea. W ( 7,Dorbasictaalasplate In Inches. we ESB-7311,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/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-40) 36 1-3=(0) 0 BC: 204 KDDF #1613TR 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 POP 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/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -35/ 99V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. T (/BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.123" 12 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.184" 9.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to mai n windforce-resisting system and componentsand 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. 0 0 , o /- , IPAAIIIIIMIE o I 1��� 30004 M-3x4 l 2-0009 0 ROVIDE FULL BEARING;Jts:1,3,2 I c10 rR°fF (P 61(51 .�._...89200PE 1f JOB NAME : 3413-D POLYGON NW - SJ1X 411PA:1.-- Scale: , +0.7393 1 f� 'WARNINGS: GENERAL NOTES, odessotherwisenaiad 1. OREGONW 1.Builder and eredlan contractor should be advised dal General Notes 1.This desila gn based only upon the parameters Mown and Is for en Individual Truss: SJ1X and Warnings before construction commences. building component Applicability of dealgn parameters and proper �/ [�, Z.2a4 compression web bracing moat be installed where shown 0. Incorporation of component is the responsibility of the W liding designer. dO) 7)' 14 f 2•'`'') . 4� 3.Additional temporary bracing to insure dadtilty during consteH0on 2 Design assumes IM lop and bottom chords to be laterally braced at S./ ,a Is the ro ndblIly of the erector.Additional permanent bracing of 7 nt and al 1s,o c respectively as play woodunless braced throughout their length by I.' 10- DATE: s W continuous edging or such as plywood sheathing(TC)and/or drywag(BCJ. RR DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown.. SEQ.: K1561330 4.No wad should be applied to any component untl eller all bracing and 4.Design Installation of buss is sndb6wathe respective •.n comment, fadenere are complete and at no time should any wads greater than andrasus"dry traces areof to be use. TRANS I D: LINK design wade be applied to any component. 8.Design assumes NII bearing al el supports shown.shim or wedge If �/ [ !�J 7 r]]((}} 5.CompuTrushas nocontrol over and assumes naresponsibility for the awry, EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Ie furnished eub)ed to the lmletwne set forth by 8.Plates shag be bated on both faces of truss,and placed so their center 1 TPBWTCA In SCSI,copies of widch wig be furnished upon request. Ines coincide with OW canter Ines. 9.Digits indicate sin of plate In Inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1L)-E 10,For basic connector plate design values see ESR-1311,ES9-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12^OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -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. I,, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked fox net(-5 psf) uplift at 29 "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" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9.0073 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1^ Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" ,' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 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./3, MWFRS(Dir), Vo load duration factor=l.6, 0 Truss designed for wind loads o in the plane of the truss only. 0 o / oPIHAMIIIIIIIM 0 1111.=11 41111.- 1 1 M-3x4 1 ), 1 ,. 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 I ,REDPfOFe:0 -44 892OOPE IN w(9 Vis' JOB NAME : 3413-D POLYGON NW - SJ2 Scale: 0.6592 ;; '' WARNINGS: GENERAL NOTES, unless otherwise noted C) tt 1.Builder and eredlon contractor should be advised Mel General Notes 1.This design Is based only upon IM parameters Mown and is bran Individual OREGON tri Truss: S J2 and warning.before construction commences building component.Applicability of design parameters and proper �,. AS Incorporetlon of component the responsibility of the building designer, .�r 2.284 compression web bracing must be Installed where shown+. ./0 A.,'12' 1 y- 14, S.° 4 3.Additional temporary bracing to Insure stability during construction 2.Design andat1assumes the top and bottom chords to be througaterallyhout braced at t./ Ow b the responsibility of Ihd erector.Additional permanent bracing of T o n. at 10 o.c,respectNehy unless braced throughout their length by 11/30/2 015 the overeat structure Is the responsibility f the bugdl dost tier. continues sheathing such as plywood sheathing(TC)and/or tlryweN(SC). R R IO- DATE: o "a g 3.28 Impact bridging or lateral bracing required where Moven++ r 11-1 SEQ.: K 15 613 3 1 4.No load should be applied to any component until after el bracing and 4.Installation of truss Is the reapon°Iasty of the reepectNe contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK de.Ign pads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has so control over and aesumee no responsibility for the 8.De Nco,N seumes full bearing at all supports shown.Shim or wedge II EXPIRES: 12/31./2015. fabrlutbn,handling.ehlpment and installation of components. ry. The7. assumes adequatedrainage November 30,2015 S. e design Is subject the limitations set forth by 8,Plates shall be locatedon on bothth faces of InNe,and plead so their anter TPIMTCA In SCSI,copies of which will be furnished upon request. linea coindde with joint center linea 0.Digits indiate size of plete In inches, MITek USA,Ino./ComipuTrus Software 7.6.6(1L)-E to.For basic connector plate daslgn values see ESB 1311,ESR-1058(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 RIDE #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 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=15ft, 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 forwind 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. il Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP N-1x2 or equal typical at stud verticals. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. ' 123 -! 4.00 I ' 1 1 N I p iiiillilill I N O 1 2 N ti I , i oz. _, ri_____ __ __ .Ar 4 o A M-3x4 y l )' 1-00 11-06-08 • GsscAE /0e0. o 892001E c" JOB NAME : 3413—D POLYGON NW — P1 Scale: 0.5806 �,.{ Cr WARNINGS: GENERAL.Thaidesign is any ss upon He ise parameter " OREGON 1.4/ I.Balder and erection cantredor should be advised of all General Nolea I.Thla design is bawd only upon the parameter,Moven and h for an Individual �a77' y�, Truss: P1 and Warning.before construction commences. balding component.Applicability of design parameter.and proper t� 2.2a4 compression web bradng must be Instated where Moven v. incorporation of component lama rosponsibAlty of the buildingdeapner, "0 > r a 2.Design assumes the lop and bottom tiro to be laterally braced et {� 3.Additional temporary bracing b Insure stability during construction a la the responsibility of the.rector.Additional permanent bracing of T o.c.and alt 0 o.c.respectively unless braced throughout Meir length by - continuous sheathing such as plywood eheathing(TC)and/or drywal(BC). 47 ["1 ` �: DATE: 11/30/2015 the overallstnrcture la the responsibility of the building designer. 3.Of Impact bridging or Ward bracing required where shown•• Il L SEQ. : K 15 613 3 2 4.No bad should be applied to any component until alter al bracing and 4.Installation of hues is the responsibility of the respective contractor. fastener,are compete and at no time should any bade greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and era for"dry condition"of use. " 5.CompuTrae has no control over and assumes no responsibility for the 6.Design n assume.lull baadnp al all supports shown.Shim or wedge if EX P I RES:12/31/2015 eery. fcbddtbn,handling,shipment and installation of components. 7.Design..come8 adequate drainage is provided. November 30,201 5 6.This design is furnished subject to the limitations sat forth by 8.Pales shall be located on both teas of Inns,and placed so their center TP1,V,TCA In BCsI,copes of which will be furnished upon request. lines coincide ash joint center Ilnee. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10 For Dpltbasic cste connector of plaede ignhes. Gate algches..see EMI 311,ESR-7 g88(MlTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF p16ETR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. SON. 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 POE' 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PIP 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 17 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 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ni t I 1NC20 3 -/ M-3x4 l . 1 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:1,3,2 1 ,.; �Gp ED`S' `s/p• 89200PE f"" JOB NAME : 3413-D POLYGON NW - SJ2X Scale: 0.6561 r,`111 � WARNINGS: GENERAL NOTES, unless otherwise noted: �� �� � Truss: S J2 X and Cfy I.Balder and erection contractor should be advised oral General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Wamings before wnatrudion eommenws. building component.Apptnbllity of design parameters and proper L. �. 2.204 compression web bredng must be installed where shown o. Incorporation or wmponen!Who responsibility of the battling design., /"0 a 'U 3,Additional temporary bracing to Insure stability during construction 2.Design assumes line top end bosom dards to be laterally braced el Is the responsibility of the erector.Additional permanent bradng or o c and at 19 o e respectively unless braced throughout their length by DATE: 11/30/2015 theNa overall sbucMe Is the responsibility of the building designer. 3.2r imp.a bri dging orr such nradng requl sheathing(TC) +arrwal(BX). �7 C7("]. y �; SEQ.: K 15 613 3 3 4.No bad should be applied to any component anti error all bradng and 4.Installation of truss Is the responalbllty or the respective contractor. Fl fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design bads be appiled to any component. and are tar"dry condnlon"of use. 5.CompuTros has no control over and assumes no rssponslbilky ler IM 8.Design assumes full bearing at all supports shaven.Shim or wedge II EXPIRES:12/31./2015 fabrication.handling,shipment and installation ofwmpanenta. 7.Design assumes adequate drainage is provided. 6truss, Novem1- r30,2015 .This design is furnished subject to the limitations set forth by S plates shalt be located on both faces of ss,and placed so their center TPW'RCA In SCSI,wpbs of which veil be furnished upon request. lines coincide with joint center lines. 9MITek USA,Inc./Com uTrus Software 7.6.6 1L E10.Fanbigits indicate Weoflotsplatm design P ( .For bade ate chest pledesincvelues we ES14•1377,ESR-1966(MITek) 11 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 147 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x9 KDDF STAND 3-4=( -98) 90 7-9=(-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 -97/ 136B 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 989V 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. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 T ,< 4 1' Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 = M-1.5x3 Wind: 140 mph, h=l5ft, 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, f End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 N oII OlO P N - gailli 1, rn O 1 �/I -/ I 2 6 ** 7 o M-3x4 M-1.5x3 M-3x4 1 ,1 l 6-02-02 5-04-06 y 1-00 y 11-06-08 l �� � PR Q/ c,�, �NCa1N iii' f0 • "s 89200PE ter' JOB NAME : 3413-D POLYGON NW - P2 re-- Scale: 0.4181 40. WARNINGS: GENERAL NOTES, unless otherwise noted ill. Cr Truss: P21.Builder and erection contractor Mould be advhed of at General Netee I.This design Is based only upon the parameters shovel and le for an Individual 10, s OREGON y r and Warnings before construction commences. building component.ApplkabilSy of design parameters and proper 4 y*. 2 Ad4 compression web bredng mug M detailed where shown*. Incorponllon of component Is the responsibility of the building designer. �"� 1.. r a 3.Additional temporary bracing to Insula stability during conahudbn 2.Zeslpn and .t ID the by and bottom MOMS to M laterally braced at T v,h Is the responsibitly of the erector.AddMonel permanent bracing of T ctn.and et f 9'a.c.each a.ply unless braced throughout their length by /�,� `^ 11/30/2015 IM overall structure Is the rospoelbtil of building deserter. continuous sheathing such as plywood sheathing(TC)and/or drywall(BO). 'p e'Lj ri 10- DATE: .. N o na 3.ax Impact bridging or Merril bracing required where Mown t• r'i SEQ.: K1561334 4.NowedMould beapplied to any component antlafter ailbracing and 4.Installation ofbussIsthe respanslMNNofthe reapectNecontractor. fasteners are complete and at no time Mould any beds greater than 5.Deeign assumes trusses are to be used Ina non-corrosive environment, TRANS ID• LINK design loads be applied teeny component. and are far"dry condition"of use. 5.CompuTrus has no control over and assumes ire responsibility ten the 8.Design wanes full bearing sl all supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary. fabrication,handling,shipment and installation ofcomponents. 7.Design assumes adequate drainage isprodlded. November 30,2015 8.This destgn Is furnished subject to the limitations set forth by 8.Plates shall M located on both feces of truss,and placed so their center TPI/VeTCA In SCSI,copies of vhleh wig be furnished upon request. linea coincide with joint center Ines, MiTek USA,Inc./Com uTrua Software 7.6.7 1t. E 9.DWG Indicate she of piste In Inches. P ( le.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 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-918) 299 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-997) 209 6-9=(-126) 98 WEBS: 2x9 KDDF STAND 3-4=( -75) 72 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. DON. 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 NSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 995V -35/ 102H 5.50" 0.79 KDDF ( 625) 8'- 8.5" -93/ 369V 0/ 0H 5.50" 0,58 ROOF ( 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 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/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.135" @ 4'- 9.2" Allowed = 0.399" MAX BC PANEL TL DEFL = -0.209" @ 4'- 9.2" Allowed = 0.465" 4-06-06 3-10-06 `0-03-12 f f1 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 qsystem and components and cladding criteria. j Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 i o rt N ......iimigigigiiiiiiiiiilillil i INM o M-3x9 M-3x4 ) l 1 8-03 0-05-08 ) ) l 1-00 8-08-08 t. D Ptl04- �.5 GINE /as c :9200p mac"" JOB NAME : 3413-D POLYGON NW - P3scale, 0.5204 WARNINGS: O.Uricd desNOign Is b, unless on hise noted.parameter 10 CC-7 I'OREGON�,� / li 1.Builder and erection contractor should be advised of all General Notes 1.This detagn IS based only upon the parameters Shawn and Is for an IndlvMual Y 4/.f Truss: P3 and Warnings before construction commences building component.Applicability of design parameters and proper 2,Ze4 compression web bredng must be Installed where shown e. Incorporation of component b IM rospanslblllly of the building assignor. /''h �" ,a ' t�p, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at (./ +4 C. ely unless braced throughout their length by Is the reeponaibillty of the erector.Additional permanent bracing of continuous asheathingrsuch es plywood aheaming(TC)end/or drywe BC). _ 11/30/2 015 the overall structure Is the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown•i RIO- DATE: SEQ.: K 15 613 3 5 4.No bed Mould be applied to any component until after ail bredng end 4.4.Data Installation io assumes trusses thhe aretobaugeyd In ty of there arva non-corrosive contlrautsnmeni, fasteners are complete and at no time should any loads greater than end are car"dry trueses of tob. TRANS ID: LINK dedpnloads beapplied bany component. Por g Deslgnas mea full bearngatall supports shown.Shim orwedge it EXPIRES:12/31/2015 5,Cempuirus hes no control over and assumes no responsibility for the fabdcatbn,handling,shipment and installation of components. 7.Degn assumes adequate drainage Is provided. November 30,2015 6.This design Is furnished subject to the limitations Set forth by S.Plates shall be located on both faces of truss,end placed so their center TPI,VfI'CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits indicate aka of plate in inches. MITek USA,int./CornpuTfuS Software 7.6.7(1LFE 10.For basic connector plate deaign values see ESR-1311.ESR-1988(Muck) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8,5" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I TC: 2x9 KDDF #163TR LOAD DURATION INCREASE = 1.15 BC: 209 KDDF #1613TR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 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 ontinuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4-102 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 17 3 -/ ti N O fn _.........,,,iiiiiiiiiiiiiiiiiilli2 N 1111141111111111111111111111111N oir � O 9 M-3x4 l 1 1 1-00 8-08-08 P A OF tico •\AGIN4.-'22 cr 89200PE r,;- JOB NAME : 3413—D POLYGON NW — P4 Scale: 0.6329 = j ...- WARNINGS: GENERAL NOTES, unless otherwise noted. ay'''��pl-1 /^f/'�({' V., 1.Budder and erection contredor should be advised of all General Notes 1.This design Is bawd only upon the parameters shown and is for en individual l"/Rlr e,; ;„J'V Truss: P4 and Warnings before constructhn commence.. budding component.Applicability of design parameters and proper a �� 2.2i4 compression web bracing must be installed where shown a, incorporation of component is me responsibility of the building designer. f �.e,. 2.Design assumes the top end bottom chords to be laterally braced at V T- 3.Additional temporary bracing to Insure stability during construction T o.c.and at l d o.c.rspadNaly unless brand throughout their length by O s T' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). '117 'n `+.n R i DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3,23 Impact bridging or Wterel bracing required where shown•v L SEQ.: K 15 613 3 6 4.No load should be applied to any component until alter al bracing and 4.Installation of buss is the responsibility of the respedhe contracto, fastener.are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, designloads best id to 1 and are for"dry condition of use. TRANS ID: LINK no mcomponen. 5.CompuTmus has no control over and assumes no responsibility for me 6. stcogn—aawmee NI bearing at Cl supports shown.Shim or wedge If EXPIRES:12/31/2015. fabrication.handling,shipment and Installation of components. ry 6.This design Isfumishedsubject tothe limdetlonsset forth by 8.Design shall belocaassumes teduoneboth faces aftrudrainage is s.,eand placed so heir center November 30,2015 TPI/WICA in SCSI,copies of which de be furnished upon request. lines coincide aSh Joint center lines. 9.Digits indicate size of plats In inches. Wee USA,Ino./CompuTrua Software 7.6,7(11.)-E 1o.For basic connector plate design values see ESR-13/1,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. HON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.059" 3 -/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 'I MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 27 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ao in the plane of the truss only. c o L 1 M-3x4 y l l y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I r S�E� R OF S 51 920OPE ' JOB NAME : 3413-D POLYGON NW - SJ3 .„,,o Scale: 0.5395 < WARNINGS: GENERAL NOTES, unless otherwise noted 1.Bolder end erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON A�*� Truss: SJ3 and Warnings before construction commences building component.Appkahllty of design parameters and proper 4. V \N A., 2.2a4 compression web bradng mug be Installed where shown.. incorporation of component le ins responsibility of the building designer. /'"0 it a 3.Additional temporary bracing to Insure stability doing construction 2.Design and.1assuIR the top and bottom enema to be'Morally t thea,al lathe responsibility of the erecter.Additional permanent bracing of 2'a e at ee o c reapectsely unless braced throughout their length by /,s/� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •f `1("j{- DATE: 11/30/2015 the overal structure is the responsibility of the building designer. 3.2a impact badging or lateral bradng required where shown++ R{ SEQ. : K 15 613 3 7 4.No load genua be applied to eny component until eller a8 bradng and 4.Installation Winn'a lis the responsibility eocoa he respective co actor.environment, testenen are complete and at no time should any loads greater man Desand ign assume nsses are"of Isle TRANS I D: LINK design bads be appNed to any component. fi.Design assumes ug bearing at supports Mown.Shim or wedge if 5.ComWTruahasnocontroloverandassumesnoresponsibilityforme ne�sesry. EXPIRES:12/81/2015. fabrication,handling,shipment and Instigation of components. 7.Deggn assumes adequate drainage Is provided. November 30,201 5 B.This design Is furnished subject to the limitation sat forth by B.Plates shall be located on both laces of inns,and paced ea their center II"b TCA in SCSI,copies of which a t be furnished upon request. Ines remade with Igor center Knee. 9.Diggs Indicele ala of plate In Inches. MiTek USA,Ina./CornpuTfus SOftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(141Tek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Mil= Dimensions are in ft-in-sixteenths. 11.46,. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0Tj2. Truss bracing must be designed by an engineer.For ' 16 4 wide truss spacing,individual lateral braces themselves 111M may require bracing,or alternative Tor I _ p bracing should be considered. 1-� �� 3. Never exceed the design loadingshownand never O stack materials on inadequately braced trusses. For 4 x 2 orientation,locate C7-8 6-7 C5-6 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 "is from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate io.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: In all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,If no ceiling is installed,unless otherwise noted. BEARING .....~ 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® ( 17.Install and load verticallyunless indicated otherwise. number where bearings occur. ` �� Min size shown is for crushing only. Pallo 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufflc0 lent. BCSI: Building Component Safety Information, i1e I 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013