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Plans (41) NMT 2i7r7 °°0 -1 t 7 h 5 6 sw fo rest llcxw lut MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-402 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. 4PR5 F�ss 87022PE 444 yr yN � ptc‘Aj, OREGON tiP Opti COOSMBER �Q� A.or E� R 1. 1/ 1 O 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 PL15-402_UPPER F01 FLOOR 9 1 Job Reference Loptiona), Pacific.Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,inc.Fri Nov 27 10:57:14 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-OF 1 fTYAfNzt7TAmfCFPKMnI)jdri?tCvwJYtDYTyEzpp F0-10- 1 P-10-14 II 1-0-0 1 1-2-0 11 1-Q-2 1 1 1-0-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5 = 4x6= 3x4 = 3x4= 3x4 = 3x4= 3x4 = 3x4= 3x6 FP= 3x4 = 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 n ®� o e o B :. a -® % a -� o % ❑ 9 v o a v o o v/ N . \ X�.o ilf 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I I 4x6= 4x5 = 3x6 FP= 3x5 = 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4 = 3x5= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVED BY PROJECT ENGINEER 11-1-0 I 18-6-8 I 21-4-0 1 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-B),[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift 35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0. 8-9=-1449/0,9-10=-1449/0,10-11=-1540/0,11-12=-1540/0,12-13=-1259/0, 13-14=-742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. R 3)Refer to girder(s)for truss to truss connections. 03 QF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �<C G[N� s�''/ at the bearings.Building designer must provide for uplift reactions indicated. � !�N F,9 Q� 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. Q.- 87022P, 6)CAUTION,Do not erect truss backwards. j 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section.loads applied to the face of the truss are noted as front(F)or back(B). r LOAD CASE(S) Standard "IP7 '3j6'44 A GON (1�__14/ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 e MBER 1� Uniform Loads(Of) OS, A N Eck°' Vert:22-35=-8,1-21=80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/01/2015 BEFORE USE. I. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall R� 'C building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing- . IV[i Ifi eR is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 _ Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996196 PL15-402_UPPER F02 Floor 10 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:57:15 2015 Page 1 ID 2s2ygYHMYItl_Zlp9y 12t1 yAg??-sRa2guAl8G?z5KKslzwZu_CzwFz5cfp4YCdn4vyEzpo 1 1-0-0 1 11-1-10 I I 1-2-0 122..11 1-2-0 1 1-2-0 11 12-0 A_ 1-2-0 I Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4 = 3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e e •, o •A a a o ao a a -• a (7, / \ / N / N /-\ / '\ X N ` r N / N. N o e 0 0 o a o e a o e _ _ 30 29 28 27 26 25 24 23 22 21 3x4 - 4x5- 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4 = 14-2-2 I 13-0-2 13-7-2� I 19-11-4 13-0-2 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edgel,[24:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=2786/0,5-6=-2786/0,6-7=-3608/0,7-8=3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=-4122/0,11-12=4122/0,12-13=3586/0, 13-14=-3586/0,14-15=3053/0,15-16=3053/0,16-17=-1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROreo 1/44./ --Y"ANG I N SFR io2y 870 2PE / 7 -0), OR EGO o 4/ Son BEA \'`��o S A- HES EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI. Design valid for use only with Mifek0 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milk. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996197 PL15-402_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc. Fri Nov 27 10:57:17 2015 Page 1 ID:zs2ygYHMYIll_Z1 p9y12t1yAg??-0gio5aCYguFhKeUEtOz1_PHLV3j_4SQN'W6t9oyEzpm I 1-10-8 I 1---11-1-4-11 1-0-0 I f 1-2-0 II 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 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 s e m b 1 ' /\ /\ / \ /\'I - Z :\ / \- ./ \ /- ry C e ' e b B e O BMall -O e ►. ICC. 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 2-18 1 12-10-14 1?-5-1 { 19-7-0 I 22-4-12 I 2-1-8 10-9-6 41 7-011-7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-8 Max Uplift 22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=-1563/0,11-12=-1563/0,12-13=-1269/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. _v) P R OFF-, 3)Refer to girder(s)for truss to truss connections. '` .o 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �N ��G[N� ,9 /0 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 � -7 be attached to walls at their outer ends or restrained by other means. Q- 8 I 2 P E 6)CAUTION,Do not erect truss backwards. r r �U) / >CV �Ai,OR EGO (o Ou �'�SMgER \\ \- ...-0 HER EXPIRES:06/30/2017 November 30,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03x2015 BEFORE USE. 14111, 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 verify the applicability of design parameters and property incorporate this design into the o',erall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/711 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996198 PL15 402_UPPER F04 FLOOR --- 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:18 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y 12t1 yAg??-GOGAIwDARBNYyo3RR5UGWdgVGT5OpxVWEArRhEyEzpl 1 1-3-0 1 1-5-0 1 1 1-5-6 ( 2-0-0 I 1 1-2-0 i p1.2-1 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4 = 1.5x3 I I 3x4 = 1.5x3 II 3x6 FP= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 a % _ a _ a ..a o - m e _ ■ '4.1 / N_ _ /.IIIIIIIIIII\ o' e 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4 = 3x6= 3x4=- I I 2-11 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],j23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 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 Inc( 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. < R R QF�ss 'es 870 2PE y -01, OR EGO /o 44 O goo''BER \ gip\' A HO; EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 7 a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall �{ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,008-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996199 PL15-402_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:19 2015 Page 1 ID.zs2ygYHMYItl_Z1 p9y12t1 yAg??-kDgYWGEoCVVPaxed_p?V3gNcpsK_YR2gSgb_DgyEzpk I 1-0-0 1 014.411- 2-0 2.1 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4 -4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4 = 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 P. a e e • e e m v o• a_ ❑ o (I' ./''\ /-N / -\ X\ /7\ X .\ / ‘ -\ e. a •e Ill a o v ee 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 - 4x6 - 3x6-3x6 FP= 3x5 = 3x5- 3x5 - 3x5= 4x4- 3x5- 4x6 = 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 14-11-111 1 21-4-0 1 14-4-14 0-7-06-7-o 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,[27:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (10c) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=3981/0, 8-9=4547/0,9-10=4547/0,10-11=4727/0,11-12=-4727/0,12-13=4554/0, 13-14=4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=-1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be RED P R OFFS attached to walls at their outer ends or restrained by other means. �co<�,�G[NEER `'S�o 4C� 2-9 cz- 87022PE / - ' N •, U'0j, OREGON (1Q>AU A HER EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing We'l 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 Quaily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996200 PL15-402_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mick Industries,Inc.Fri Nov 27 10:57:21 2015 Pale 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-gbyJxxF2k617pFo?6E1 z8FS1 Ug4wOGMyw845IZyEzpi 1 1-10-8 1 1)-10-141 1 1-0-0 1 1 1-2-0 11 1-0-2 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 354= 4x10= 3x4= 3x4 = 3x4 = 3x4= 3x4 = 354= 3x6 FP= 3x4= 3x4 II 355= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N II' _N / N-/ N •/ .\ / N 4/- _. Z -N-./.'\ • N Vii 0� 0 fay e 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 455= 356 FP= 355= 355= 3x5 = 3x5= 3x6= 3x6= 3x4 = 3x5 - 14-0-14 1 2-1-8 I 12-10-14 1 5-11 1 19-7-0 I 22-7-8 I 2-1-B 10-9-6 7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge1,113:0-1-8,Edgel,[35:Edqe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=776/0-2-10,23=1453/0-5-8 Max Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=-258/0,6-7=-1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11=-1570/0,11-12=-1570/0,12-13=-1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=-1641/0,33-34=-1683/0,32-33=-303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=-7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �E� PR(}FE 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �t� �-i i _o cio 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 2 be attached to walls at their outer ends or restrained by other means. '9 5)CAUTION,Do not erect truss backwards. 870 2PE , c � co cv -57 �-13j�OREGON (1,Q. 4,4/ A HER EXPIRES:06/30/2017 November 30,2015 a i 1WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andror chord members only. Additional temporary and permanent bracing Wel( is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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?9o4LClgH69opeq?yEzph 10-10-0 l 1 1-2-0 1 p-7-10110-9-0 10-9-0 110-9-0 l 0-9-0 110-9-0 10-9-0 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 /// a`\\`,..� a � 1 .• n ° iia. a Aia a ;• ® a -� - a „ 311 / \ i \ /\ /\ /\ /\ /-\, , \ 7///` \ N ►_ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5= 3x6= 3x6 FP= 3z5= 3x5= 3x5= 4x5= 3x5 = 3x6 = 4x5= 3x4 = 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1p-9-141 I 20-2-0 I 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=3317/0, 8-9=-3881/0,9-10=-3881/0,10-11=-4177/0,11-12=-4177/0,12-13=-4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=-3617/0, 18-19=-3075/0,19-20=-3075/0,20-21=2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964.37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-70110,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. E3 PROF-0 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. c:\<(-\\ �[NE s� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� �N FR Q2 be attached to walls at their outer ends or restrained by other means. 9 870, 2PE 'c>.,OREGON ti�OCU/ On BER ��'�P� A. HECK EXPIRES:06/30/2017 November 30,2015 4 mr.... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Muck®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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing • MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996202 PL15402_UPPER F08 Floor 1 1 'Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc Fri Nov 27 10:57:24 2015 Page 1 I D:zs2ygYH MYlt1_Z1 p9y 12t1 yAg??-5AdRZzHx017igj WanMbhmu4Ykt6dDd9Pc611vuyEzpf 1 1-10-8 I P-1°-1411 1-0-0 1 1 1-2-0 1 1 1-0-2 1 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 / ' I a\ / / N / '\ X- 6\2/ 0/ \ e , ! ' 'N. N e o o o s ❑ s o X ►P 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6 = 3x4 = 3x5= 14-0-14 I 2-1-8 I 12-10-14 1p-5-11 I 19-7-0 I 2211 2-1-8 10-9-6 -7-0 -7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],135:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=-168610,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=-1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �Q,�D PR ()Fes 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 '` �' Co be attached to walls at their outer ends or restrained by other means. -N �N�I N� '7 /O2 4)CAUTION,Do not erect truss backwards. '' 87022PE -9r to ,� �Ay, O R E G•N 0�OWN - 1,,e-) 418 E R 1\'\,'\ A. HER EXPIRES:06/30/2017 November 30,2015 a � A1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MH. Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/7811 Quality Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996203 PL15-402_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc. Fri Nov 27 10:57:26 2015 Page 1 ID.zs2ygYHMYIU_Z1 p9y12t1 yAg??-1 ZIC_fJBYfNQvOgzvnd9rJ9rchjl hd9h3QnszmyEzpd /o-1 o-0 1 I0-8-4 1 I 1-2-0 I�z 10 j 0-9-0 109-0 j 10-9-0 j 0-9-0 1 j 0-9-0 10-9-0 j Scale=1:34.8 3x4 = 4x4= 3x4 - 3x4- 3x4= 3x4= 3x4= 3x6 FP= 4x4- 3x4 - 3x4- 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 .,a`\\ e a • o o ' e 4. e� ' " eA e e o '. a///`:. a///`/A\ .1\ \ . .... a . o \,/ o \./ o o e• o o e 40 39 38 37 36 35 34 33 32 31 30 29 28 27 6 3x4 = 4x5 = 3x6 FP=3x5 = 3x5= 3x5 = 3x5 = 4x5 = 3x5= 4x5= 4x5 = 3x4 = 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 114-0-12i 1 20-4-13 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,[18:0-1-8,Edge] - LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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 Inc( YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=4267/0,11-12=-4267/0,12-13=4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=2331/0,22-23=-1277/0, 23-24=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686.28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=-291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. <C\\ u.0 PR OFe0 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 °- .0 be attached to walls at their outer ends or restrained by other means. �N5 �.NG[NEF9 �4 870. 2PE/ r�r N cv ti 7 "c), ::o N (P 4- A HER EXPIRES: 06/30/2017 November 30,2015 e w ._- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional 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/1PI7 Quality Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury min= Dimensions are in ft-in-sixteenths. hilik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01/ „ 2. Truss bracing must be designed by an engineer.For ' 16 4 wide truss spacing,individual lateral braces themselves oWEBS may require bracing,or alternative Tor I O 1111 IAIIIIbracing should be considered. MAW = O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. � 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e C6-7 C5-6 , designer,erection supervisor,property owner and plates 0-1na'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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. • if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTeke All Rights Reserved approval of an engineer. ■■■ reaction section indicates joint IIIFI1 Ell number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. in- 40 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. DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with ile Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek� MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 7> G1NE4\ 89782 P E 9t' OREGON ',� o ¢ UL P` :�. ' 12016 --'- November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #14BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pq) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) __= BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" __________ _______= TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. •• For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads 320# 1320# fin the plane of the truss only. 12 12 6.00 M-4x6 ..27.14-6x6 6.00 2 011111 .11.W414 'WI II i17441 11:: 1 l• 5 6 4 I O M-3x5 M-3x4 M-1.5x3 M-3x5 0 ), y l 5-08-08 3-10-12 5-06-12 p 15-02 y .�C N°) Pr1Q�C'c�(.9 �" 89782PE ��" JOB NAME : 3413-B POLYGON NW - Al '; Scale: 0.4009 l 1111411 WARNINGS: GENERAL NOTES, unless otherwise rested: V ��yy I� �4 1.Bulder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and M for an Individual TA�R EG V I Y�O �� Truss: Al and Warnings beton construction commences. building component.Applicability of design parameters and proper ��/ 2.Soo compression web bracing must be Installed where shown•, Incorporation of component Is the responsibility of the building designer. ..ef� 3.Additional temporary bracing to Insure stability during construction 2.Deign assumes the top and bottom chords to G literally braced at 7 R �� Is Bre raepondblMy of the endor.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall etnwiure Is the resporn@Bly of the building designer. 3.Sr Impect uoussheathing Ing orr lateral brasuch as equired wthereC and/shown or drywal(BC). p/l U L `11-'\SEQ.: K1561174 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. �`1 4. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component, and ars for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the H.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. November 30,201 5 6.This design Is furnished subject to the limitation set forth by S.Plates shall be bated on both faces of truss,and placed so their canter TPWVrCA In SCSI,copies of which will be furnished upon request. Inas coincide wfh joint anter Ibas. 9.Digits Indicate size of plate In Inde. MiTek USA,Inc.)CompuTrus Software 7.6.6(1 L)-E 10.For baric connector plate design values see ESR-1311.ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC- UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ 011 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PIF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7_07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 IIM-4x4 Q 6.00 in the plane of the truss only. 9.0" 2 ,F._,r. a 1.1 r+1 cn O o i rte_* 4 l. 4 .. 3 I o M-3x9 M-1.5x3 M-3x9 0 ), y ; 7-07 7-07 ), 15-02 y cG��D PROFe, r15 NEIN �.4 r0 'L �� 89782PE Q1-'" JOB NAME : 3413-B POLYGON NW - A2 ,,.,_. , .-+1110` Scale: 0.4009 . WARNINGS: GENERAL NOTES, unless otherwise noted: (I ••4J 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an individual 174/ OREGON O� Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper /& 1' 2.2x4 compresslen web bradng must be installed where shown*. incorporetlen of component Is the responsibility of the building designer. ,A� "zl G ���'► 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally breced at 77 ♦' R lI -1 J Is the responsibility of the erector.Additional permanent bracing or 7 o.c.and at 10 oc.respectively unless braced throughout their length by "1 ` continuous sheathing such as plywood sheathing(TC)and/or dryw ll(BC). �./� DATE: 11/30/2015 the overall structure is the responsibility of the Wading designer. 3.2x Impact bridging or lateral bracing requked where shown.+ /"� SEQ.: K15 6117 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads 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, end are for"dry condition"of use. 5.CompuTn s has no control over and assumes no responsibility for the 8.Design assumes hill bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished eub)ed to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their anter November 30,2015 TPWyICA In SCSI,copies of which MN be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate M Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1391 5-2=( -216) 1310 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x9 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -196/ 818V -57/ 144H 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) B'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.091" 0 4'- 0.0" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.004" 0 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 1 1 1 I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-1.5x3 9 -/ Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. -3x6 rgi0.01111111111111111111111111111111° z o I _...illIllgIIIIIIIIIIIIIIhIIIIIIIIIIIIIik... 0 I o LVI 1 5 5 "` 6 o M-3x4 M-3x8 M-4x8 J. ++12108 1637# , 4-00 4-00 y 8-00 y �C�ED PROFFss �� ��GiIN "Lc,4 /0�L 8.782PE 17_,. JOB NAME : 3413-B POLYGON NW - AGIRD '' /(,\Z5:). . Scale: 0.4610 WARNINGS: GENERAL NOTES, unless otherwise noted: C*111:1/,(...,/ �4 I.Builder and erection contractor should be advised of al General Notes I.This design h based only upon the parameters shown and is for an Individual "9... OREGON go �Q„ Truss: AGIRD and Warnings before construction commences. building component.Applcabtty of design parameters and proper 2.2t4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .e'1 i1 G 3.Additional temporary bracing to Msure stability during construction 2.Design assumes the lop and bottom chords la be leerily bread al 77 '7 J �L,r_ Is the rotpons btfty of the erector.Additional permanent bracing of 7 o.c.and at 117 o.c.respectively unless braced throughout their length by V continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). P/1 1 (l �` DATE: 11/30/2015 the overall structure la the responsibility of the bulking designer. 3.2t Impact bridging or lateral bracing required where'hewn•• f`1 V 1.. S E K 15 6117 6 4.No bad should be applied to any component cell after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. 4'' fasteners are complete and at no time Mould any Pads greater then 5.Design assumes trusses an to be used In a noncorrosive environment, design bade be applied to any component. and ere for"dry condition"of use. TRANS I D: LINK O.Design assumes full bearing al et euppons shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30 2015 a.This design is furnished subject to the limitations set forth by S.Plates that be located on both faces of tura,and placed so their center ,L TPW1?CA In BCSI,copies of which roll be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of piste In Inches. MTek USA,Inc,/CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-19S8 Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 1' 1' MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. if A o rn O 1 - - m 1 2 x ><',1 M-3x4 ), l l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 �Q`E� PRO,.Fee* ...c- 061 89782PE v JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771 WAIFr WARNINGS: GENERAL NOTES, unlees otherwise noted: V /'� 40 1.Builder and erection contractor should be advised of al General Notes 1.Thls design Is based only upon the parameter.shown and is(or an Individual 17+ ' _OREGON O� Truss: AJ1 and Warnings before construction commences, building component.Applicability of design parameters and proper (� e 2.2e4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility t ly of the bolding designer. .�j���/ay �V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Be lop and bottom chards to be laterally braced at 7 '-7 el Is the responsibility of the erector.Additional permanent bracing of NI 2'o.c.and et 10'o.c.respectively unless brand throughout their length by continuous sheathing such as plywood sheet where andtor drywel(BC). p/{U 11 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.• �"1 4 SEQ.: K1561177 4.No load should be applied to any component until atter al bracing and 4.Installation of truss Is the responsibility of the respeoNe centred fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a non corrosive environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.Corn puTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all support.shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. G fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 302/l1J 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPWWVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(1L Eg.Digits indicate ee plate a ign values P � 11.For basic connector plate design value.see ESR-1311,ESR-19136(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. DOE. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 346V -14/ 77H 5.50" 0.55 ROOF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 6'= 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -ter Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. /- Iriof /- 2 1110114 M-3x4 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 c\VD (']R QI . GIN E-E`6, /p 2 89782PE mac" JOB NAME : 3413-B POLYGON NW - AJ2 Scale: 0.6146 WARNINGS: GENERAL ge Is NOTES, unless otherwise par noted: "'}7� O R E G O N h 1.Builder and erection contractor Mould be advised or all General Nates 1.This design la based only upon the parameters shown and is for an Individual O� Truss: AJ2 and Warnings before construction commence.. building component.Applicability of design parameters and proper / 2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building dealgner. ..11 �/� Y ` l 3.Additional temporary bracing to insure'lability during construction 2.Design assumes the top and bottom chords to be ktare lly bre cad at 7 _`J CiV. Is the responsibility of the erector.Additional permanent bracing of 2'continuous end et 10'a.c.respectively oo as braced throughout their length by). cs imp us Mging or such es plywood required sheathing(TC)end/or drywell(B C). n. /1 1 ' DATE: 11/30/2015 the overall structure Is the reaponeibillty of the building designer. 3.2x Impsct bridging or lateral bracing required wfiere shown+ F'1 UL SEQ.: El5 6117 8 4,No bad Mould be applied to any component anti after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In noncorrosive environment, T RAN S I D: LINK design bads be applied to any component, and are fan"dry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 nece.sa ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates Mall be located on both faun of truss,and placed so their center November 30 2 0 0 1 5 TPIANTCA In BC51,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE' 0'- 0.0" -57/ 402V -22/ 1088 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 / MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" I MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 ( 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 0 M f^1 O it- , a O 1 1 2►.1 4111 -41 0 M-3x4 y 1 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3 I ,�c� 5c O P R OFt• C`� NN O� E 6) f°'L Ct7 89782PE IPC' JOB NAME : 3413-B POLYGON NW - AJ3 • ,41,,c;Kiti Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwi a noted: f;/ 1.Buider and erection centredor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an krdividual �j�-OR E l�O N O� sem,,, Truss: AJ3 and Warnings before construction commences. bulding component.Applicability of design parameters and proper '(l///��l �( 2.2x4 compression web bradrrp must be Installed where shown•. incorporation of component Is the responsibility of the building designer. 5.9 n /N fi,+ A G <„ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be leteraNy braced et 7 '-7 Y J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywel(B /1 C). P U t 4 DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown c• J`{ SEQ.: K 15 6117 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greater than 5.Design aswmas trusses are to be used in s non-cermeive environment, design bade be applied to any component. and are for'dry condition"of use. TRANS I D: LINK8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112016 5.CompuTnus has no control over and assumes no responsibility for the nacesssry fabrlutlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage to provided. 8.This design Is furnished subject to the limitations sal forth by 8.Plates shall be Buxted on both faces of truss,and placed so their center November 30,2015 TPt.WrCA In 8C51,copies of which wiN be furnished upon request. lines cokwWe with Joint center litres. Trus Software 7.6.6 1 L)E 0.Digits indicate size of piste In Inches. MiTek USA.Inc./Com Pu ( to.For bask connector plate design values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 • Design conforms to main windforce-resisting system and components and cladding criteria. , Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 en 0 1 1 ►�� sMEEN 0 M-3x4 y l y 1-00 6-00 1-05-15 [ 'PROVIDE FULL BEARING;Jts:2,5,3,4 I �('���� ���r��� ���, �NGIN���4 .%2 ct` 89782PE 9�' JOB NAME : 3413-B POLYGON NW - AJ4 Scale: 0.5437 WARNINGS: GENERAL NOTES, unless otherwise noted: ('./1/f ./ ` V J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 14, OREGON O� e Truss: AJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper I v 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. .A� �/1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced et 77 `� �C-Vr is the responsibility of the erector.Additional permanent bracing of 7 o.c.end et 10'o.c.respectively unless braced throughout their length by ,\. continuous sheathing such ea plywood sheathing(TC)and/or drywa8(BC). p/1 t 't DATE: 11/30/2015 the overall structure Is the responsl6aity of the building des gear. 3.2x Impact bridging or lateral bradng required where shown++ / L J L. SEQ. : K 15 6118 0 4.No load should be applied to any component unti after all bracing and 4.Installation of truss Is the raspanelbikty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses am to be used Ina non-corrosive environment. TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shove.Shim of wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPbWTCA in BCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 0.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311.ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=( -61) 465 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6874 10- 4=) -231) 1443 BC: 2x6 KDDF #1&BTR 3- 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=) -259) 1540 = LL = 25 PSF Ground Snow (Pg) 13- 8=) -55) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA _____ _= LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ B'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -412/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.168" @ 12'- 5.8" Allowed - 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11load duration factor=l.6, 11-06-10 7=11-11 Truss designed for wind loads 1' T '1' '1' in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T f 4598# T f f T f 12 12 6.00 7' M-5x12 M-3x6 M-4x10 M-4x10 Q 6,00 4 5 6 1004 T2 `t. M-1.5x3 '''''''' / t. M-1.5x3 m1,-) t 1 2 10 11 � 12 13 **9 0l of M-4x10 M-3x10 0.25" M-4x10 M-3x10 0 M18HS-7x14(S) M-1.5x3 1440# PRO l ,•1•• y y y -� J' � 7-04-12 5-01 2-08-04 4-11-04 7-04-12 y ��5�� GtN� �Sf N F p� 1-00 27-06 4,, -� 4' :9782PE �' JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2244 WARNINGS: GENERAL NOTES, unless otMrwlae noted: C/ 10 1.Bulder end erection contrador should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an IndividualA OREGON 1 Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bndng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .1 ,Q 's l�� 3.Additional temporary bracing to Insure stability during construction 2.Design ad si l O the top and resbottpectively un chords to throughout laterally brad at .1 -,41-+a�Y 1 J �v la the roaponsibooy of the enactor.Addlbnal permanent bracing of 5 o.c.end al 1 fY c.c.such es sty urnlass braced mak N by v continuous sheathingon such as plywood sheathing(TC)andlor drywal(BC), p/�U t DATE: 11/30/2015 the overall structure Is the responsblity of the bu Wing designer. 3.2s Impact bridging or lateral bracing required WIN.shown+• r( L. SEQ.: K 15 6118 2 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ars complete and at no tkna should any beds greater than 5.Design assumes trusses are to be used in•noncorrosive environment, design bads be applied to any component, end ars for"dry condition"of umT RAN S I D: LINK 6.Design assumes fuN bearing at al supports shown.Shim or wedge if EXPIRES: 12/3112416 5.CompuTrus has no control over and assumes no responsibility for the necesssry. fabrication,handling,shipment and Installation of components. 7•Design assumes adequate drainage is prodded. November 3�2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shat be boated on both faces of truss,and placed so their center U r TPWWICA in BC81,copies of which will be furnished upon request. Inca coincide with Joh center Ines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2-) -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6_(-1172) 282 WEBS: 2x4 KDDF STAND 3-4-(-1408) 342 6-7-( -44) 104 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _________ ____ _______= 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" ______ __... ______ _ @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I T',- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed - 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" )/�� 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vy` 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL - -0.003" @ 7'- 10.3" 9" oc in 1 row(s)(s) throughout 2x4 webs. MAX HORIZ. TL DEFL - 0.005" @ 7'- 10.3" •+ For hanger specs. - Sipe approved plans 6-02-11 1-09-05 Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. T , T T 12 Wind: 140 mph, h-20.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 17' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 load duration factor=1.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 4 -I �111ello M-3x6 2 N io @ a@ HANGER BY OTHERS TO APPLY CONC, rn LOAD(S)EQUALLY TO ALL MEMBERS. 111111ME Gin 111 I li-a 411=111111.11111.1111113111. 1111111 PAI of 1►1 iu5 6 .. 7 -/ o M-3x4 M-3x4 M-7x8 M-3x8 y ♦1210# +6370 , +2330# , 3-00 7 2-09-12 2-02-04 y 8-00 y ��0) PR°FFS `C 8'782PE rr" JOB NAME : 3413-B POLYGON NW - BGIRD • Scale: 0.4649 d WARNINGS: GENERAL NOTES, unless otherwise noted: (I 40 1.Builder and erection connector should be edvlaed old General Notes 1.This design la based only upon the parameters shown and Is for an Individual -y, OR EGO N 0'- :„ Truss: BGIRD end VVamings before construdbn commences. building amponeM.Applicability of design parameters and proper 2.2[4 amprcssbn web bracing moil be installed where shown+. incorporation of component Is the responsibility of the bugding designer. '9,9 5 l+'Q'+ 3.Additional temporary bracing to Insure Nobility during construction 2 Design assumes the top and bottom chords to be laterally bread at 9 4 fi y 1 S. `�4✓. Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et Id o.c.respectwely unless broad throughout their length by V v✓ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA 1't �` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ I'll U 1.- SEQ.: K 15 6118 3 4.No bad should be applied to any component until after al bradng and 4.InstaNetbn Ohm Is the responsibility of the respective contractor. fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses ere to be used M a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component. 6end are for"dry condition'of use. 5.CompuTrue hes no control over and assumes no responslbilly for the are assumes full bearing at ail supports shown.Shim or wedge If mammy. EXPIRES: 12/31/2016 fabrication,handling.shipment and knlelallon of components. 7.Design assumes adequate drainage is prodded. November 3O 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of buss,end placed so their anter ,2015 TPWVTCA In BCSI,copies of which vAN be furnished upon request. sines coincide with Joint center Imes. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6)1L)-E to.For basic connector plate design values sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3-(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 248V -4/ 36H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -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=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 --! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, End vertical(s) are exposed to wind, I Truss designed for wind loads o in the plane of the truss only. 1 0 M I o NM oO I o iiii 1114 -ye M-3x4 1 l 1-00 l 1-oa y , `GPN Ofd`. 1 'PROVIDE FULL BEARING;Jts:2,4,4 I t �• /") � 8'782PE IL. JOB NAME : 3413-B POLYGON NW - BJ ' ::%I. • Scale: 1.1073 / •' • .1• I/ --.' WARNINGS: GENERAL NOTES, unless otherwise noted: (I4.1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters&haim and is for an Individual a i' • OR EGO N O� Truss: BJ and Warnings before construction commences, building component.Applicability of design parameters and proper (.? j// �t 2.2x4 compression web bradng must be Installed where shorn+. Incorporation of component Is the responsibility of the building designer. '1,-9 .A� L/(/►A � 3.Additional temporary bracing to Insure stability during construction 2.Dedgn assumes the lop and bottom chorda to De laterally braced et 7 �l Is the responsibility of the erector.Additional permanent bradng of 7 a.c.and at 10'o.e.respectively unless braced throughout their length by ` continuous sheathing such as(*wood sheathing(TC)and/or drywell(BC). P Li I. �` DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+..- SEQ.: /`� S E Q.: K1561184 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTnra has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. November handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3Q 201 5 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located an both faces of truss,and placed so their center r TPINVICA In BCS',copies of which will be furnished upon request. lines coincide with)Dint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Sl&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15-(-2648) 11304 15- 3=( -758) 3660 11-22-(-264) 1800 2x6 KDDF $1&BTR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12-( -92) 390 BC: 2x4 KDDF #16BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19-(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 404 17- 5=( -330) 2134 2x4 KDDF #16BTR B TC UNIF LL) 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7-(-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <- 12"OC. UON. 8-10-) -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1234 _ __ __________= 11-12-) -6882) 1862 20- 8=) -724) 422 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13-( -6844) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 21-10-) -146) 942 ____________________________________= 10-22-(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN J - nails staggered at: r 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. a ' 9" oc in 1 row(s) throughout 2x4 bottom chords, '�J`/V\q/` 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.001" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed- 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL - -0.318" @ 13'- 4.7" Allowed= 1.654" MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed= 2.206" 2-09-12 4-04-03 5-01 1- 2-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed= 0.100" { 2-09 2-09-12f 0-A105 -08-08�f 3-04-021. 4-05-08 MAX TL CREEP DEFL - -0.001" @ 35'- 0.0" Allowed= 0.133" 2 '' '( 1' - '1' 1--1 1' '1' '( 1' ' '( MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8-10 MAX HORIZ. TL DEFL = 0.257" 0 33'- 6.5" ,y -M-4x4+ 12 t�597.30# M-3x8 1597.30# 12 Design conforms to main windforce-resisting 6.00 p M-3x 6 Q 6.00 system and components and cladding criteria. M-5x6+ .M-5x6+M-3x6 6 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, •; .• (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x10 M-5X6 load duration factor=1.6, M18HS-5x16 5!T2 7 t �- Truss designed for wind loads M-3x4 '1 in the plane of the truss only, 4 M-1.5x3 M-3x8 2 M-2.5x4 or equal at non-structural diagonal inlets. A o M-9x10 "�344/11111g __. °° B // ` Mo 1 A 15 16 17 f 19 -c=l 1 o 1� M-3x4 M-3x8 0 18 20 ;,1 22 `N4 10 of ,4,M-1.5x3 M-3x10 0.25 M-3x8 M-3x8 0l M-7x10 3.75 M-5x8(S) X9`0 PROFFS J,12 J, y J. J' y l y y Gj"` �` I N Al 2-05-082-09-122-11-08 05-0 y-09-12 2-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 b y �` +�lv R a, , 1-0 05J. -08 10-09-08 20-09 y 00 Ct- '9782PE 9r 1-00 34-00 1-00 - JOB NAME : 3413-B POLYGON NW - Cl "J ifili Scale: 0.1478 4 WARNINGS: GENERAL NOTES, unlace otMrwtee rested: -9,G • EGON $1 N. Q` 1Bulder and erection contractor should be advised of General Notes 1.TMdesign Is based only upon the parameters shown and Is for an Individual "'9,9. �A '1 �(}� Truss: Cl and. Warning.before construction commences. budding component.Applicability of design parameters and proper 'al R y 2.2x4 compression web bradng mut be installed where shown+. incorporation of component Is the rosponalbEty of the twldirp designer. NI rary tensing to Insure stability during contraction /1 2.Design assumes the top and bottom dards to be laterally braced el 3.Additional tempo la the rayansiWMy of the-radon.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by /-'�U,,,, C1` DATE: 11/30/2015 the ov.ral structure Is the resporwwtty of the bele designer. continuous shuttling or ueh t bs plywoodcigruhdstnetwhere s ow/or drywsl(Bc). rW tg 3.2x Impact bridging a Went tenting required contra.hewn*+ SEQ.: K 15 6118 6 4.No load should be applied to any component until after el bracing and 4.Instillation of trans Is the responsibility of the respd*e contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes or use.s trusses are to be used In a non-corrosive environment. and are for^ EXPIRES: 12/31/2016 TRANS I D: LINK design bads be applied to any component, O.Design assumes fu 5.CompuTrus has no control over and assumes no responsibility for the full beating at al supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage h provided, 8.This design is furnished subject to the Ikntatlons set forth by 8.Plates shal be located on both faces of truss.and placed so their center TPVWTCA In SCSI,copies of which all be furnished upon request. Ines colndde with Joint center Nees, S.Digits Indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(1rlTek) 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 #168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1,- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 '( .( T Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T T T 1' '1 T 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 (7' Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 ¢,/ in the plane of the truss only. M-5x6(5) "441IN M-5x6(5) 3.14"114014441044141%*0"25" M-1.5x3 +I 111111111111M-1.5x3 3 x. rn M O O I ,. M I 1� . 10 11 4 12 8 O I M-4x4 M-3x4 0.25" M-3x4 -M-4x4 of M-5x8(s) 0Q,,�,D PROFS )' y ), y y C- G,I N 19 8-09-04 8-02-12 8-02-12 8-09-04 C\ �.N �`i4 C7 1-00 34-00 1-00 Q- 897$2PE cc-- JOB NAME : 3413-B POLYGON NW - C2 . Scale: 0.1727 r V, Mir WARNINGS: GENERAL NOTES, unless otherwise noted: C✓' /� I 1.Builder and erection cantrador should be advised dal General Notes 1.This design le based only upon the parameters shown and Is for an Individual �j(_OREGON rr' a..,,, Truss: C2 end Waminge before construction commences. building component.Applkablllty of design parameters and proper V///�,, V i( 2.2x4 compression web bradng must be installed where shorn.. Incorporation of component Is responsibility of the building designer. "9,9 /1 fib I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be Warily braced d 7 ^! '' �Gvi la the reapondbllly of the ander.AddMbnal psrtnanent bradrq of 2'o.e.and al 10'o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall drudura Is the ra nsibA of the buldi designer. contlnuova ridging g such as plywood required et where and/or drywaN(BC). p/� L P apo tY rq sign 3.2x Impact bridging or literal bndng required where shorn+• r1 SEQ.: K1561187 4.No bad should be applied to any component until after al bradng and 4.Installation of truss Is the responsibility of the respective contrador. fasteners are complete and al no lima should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use, 12/31/2016 � e] ryv� 6.Design assumes full beating at al supports shown.Shim or wedge if E X P I R ES. nG/a7 ✓GU 1 6 5.CompuTrtn has no control over and assumes no responsibility for the nacessery, fabrication,hendling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both feces of truss,and placed so their center November 30,2015 TPUWTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9. es. MITek USA,Inc./Com uTrus Software 7.6.6 1L E 10.ForDigb Indicaten eine of plate aIgn values( � For baste connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 491 14-15=( -8) 54 4-13-) -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 SC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD= 42.0 PSF 7- 8=(-2278) 486 13-15=( -144) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9-10-( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED SRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 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 = -0.182" @ 13'- 4.0" Allowed - 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" ,1 ,1' ,( MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T . T T T T T T 12 12 Design conforms to main windforce-resisting 6.00 G' IIM-6x6 '7:16.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 d°"l' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ri.11% load duration factor=1.6, M-1.5x3 M-5x6(5) Truss designed for wind loads 5 3.6' in the plane of the truss only. M-5x6(5) 0.25" 0.25" `4, 4 7 lippop M-1.5x3 M-3x6 3 M-3x8 Allilli .I i� /11, 1z r 13 `�.� ;i 0 c M-5x8 M-3x9 0 14 15 16 +�� o I o M-5x8 M-4x8 0.25" =M-4x4 1 0 M-1.5x3 M-5x6(S) 0 d 3.75 12 y y ) y y y y � =O P R p�r� 2-05-08 5-03 5-08-04 3-07-04 8-02-12 8-09-04 z'( OFA-„ 1 y y - y .�` t� 1-00-05-08 10-09-08 20-09 y 00 ���� ' ..- l �fi•T r(5' • 34-00 89782PE �c JOB NAME : 3413-B POLYGON NW - C2-C • r . Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted: V 4) I.Builder and erection contractor should be advised of ail General Notes 1.This design is!maid only upon the parameters shown and b for an Individual 1._OREGON Off` Truss: C2-C and Wamhga before construction commences. building component.Applicability of design parameters and proper '(f//''� 2.2s4 compression web bndng must be Installed where shown+, Incerponlbn of component Is IM responsibility of the buNding des igner. V � 3.Additional temporary bracing to Insure stability during cerMruclbn 2.Design assumes the top and bottom chords to be Warmly braced , ♦_ r yIthbilAdditiolntbraf r,Ir ��N,&/ comkiuous sheathing such ss plywood sMathirp(TC)and/or dryw ll(BC). _f /I U L DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required vAwre shown++ A SEQ.: K 15 6118 9 4.No load should be applied to any,component cell after al bracing and 4.Installation of tuns Is the resporW blity of the respective contractor. fealeners are complete and at no time should any bads greater then 5.Design assumes busses aro to be used Ins noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of ua. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing Nail supports shown.Shim or vnag.If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. A I OVem l.,e r 30 6.This design h furnished subject to the limitations set forth by 8.Plates shaN be located on both feces of truss,and placed so their center I`1 u ,2015 TPWVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Iles. 9.Digits Indicate size of piste In inches. MITek USA,Inc./CompuTru8 Software 7.6.6(11_)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #1uBTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=) -98) 542 LOADING 4- 5-(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 _____ _ = 8- 9=( 0) 50 7-13=) 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED _______ _ _= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ off 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f '' 1' 1 1' 1 '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=l.6, f f f Truss designed for wind loads 12 M-9x6 M-4x6 12 in the plane of the truss only. M-3x4 6.00 4 5 'S:16.00 M-3x4 M-3x4 3 -'4111114111111.111111111111111111111111111111111111114111111111 rn 11r A rh 0 0 4., 1PIP AA a I 0 10 1112 13 8 0 of M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 :=M-4x4 oI M-5x8(S) M-5x8(S) �, PRQ�t . y y y y y l '� GINE �'/ y y 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y I N E`d9 Q, 1-00 34-00 1-00 ��' :9782PE �� JOB NAME : 3413-B POLYGON NW - C3 " ,,,,� Scale: 0.1852 , 10,7 Allir WARNINGS: GENERAL NOTES, unless otherwise noted: C.o. /'1� 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual . . 0 R EGON Off' eti,,, Truss: C3 and Warnings before construction commences. bolding component.Apgbabllly of design parameters and proper "I////��' (} _ 2.2a4 compression web bradng must be Installed where shown*, Incorporation of component Is the roapoualblNy of the building designer. .9, ' /1 G �V Q"► 3.Additional temporary bracing to Inure stability during construction 2.Deign and 10 the top and bottom dards to be Merely brick]e 7 "1 1 J \I _` Is the responsibility of the erector.Additional permanent bracing of continuous 7 o.c.and at 10'o.c.g such es plywood unless braced throughout their length by V DATE: 11/30/2015 the overal structure h the responsibility of the building designer. 3.2z Impact bridging or lateral bracingrequiredWhere shovm.r.• drywsl(BC). PA J/I t SEQ.: K 15 6119 0 4.No bad should be applied to any component untl after al bracing and 4.Installation of truss is the responsibility of the respective contractor. �"1 L» fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used ins non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumsa full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. febdcatlon.handling.shipment end Installation of components. 7.Design assumes adequate drainage h provided. 5.This design Is furnished sugect to the limitations set forth by 8.Plates shall be bated on both face=of truss,and placed so their center November 30,201 5 TP(WICA In SCSI,copies of which sail be furnished upon request. Ines coIcfde with)obi center lines. Trus Software 7.6.6(11..)-Z I.Digits Indicate size of pate M Inches. M Tek USA.Inc./Com fw10.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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3-(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5-(-1644) 490 12-13-(-420) 2151 11- 5-(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12-) -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 __ _____________= 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ___ _---- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL _ -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL - -0.230" @ 17'- 0.0" Allowed - 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL - 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 f f f Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f f f f f load duration factor=1.6, Truss designed for wind loads 12 M-4x6 M-4x6 12 in the plane of the truss only. 6.00 17' M-3x4 d 6.00 4 5 M-3x4 M-3x4 3 7 ' 'AI'.. 1 1 rn 0 0 a. -- 1 1 11 12 I, O 10 11 12 13 of M-4x4 M-1.5x3 0.25" 0.25"12 .25" M-1.5x3 7:11-4x4 0l M-5x8(S) M-5x8(S) vi) PRQ/ . 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y y On �`� �NG�M E E`,4 fpm 1-00 34-00 1-00 C4`' 8.782PE 9c" JOB NAME : 3413-B POLYGON NW - C4 '' - Scale: 0.1852 a- WP. WARNINGS: GENERAL NOTES, unless otherwise noted: "� O R E G d N 40 I.Bulder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end is for en Individual Truss: C4 and Warnings before construction commences. bu d1ng component.Applicability of design parameters and proper . ► / , ()Q �` 2.2r4 compression web bradng must be installed where shown+. Incorporation of component Is me responsibility of the building designer. �� (/� G VV�Q"° 3.Additional temporary bracing to Insure stability during construction 2.Design assumes.o lop end bottom s.braced to W Wendy braved et R Y J Is the rcaponalbltiy of the ardor.AddltlonaI permanent bracing of o o.c.and el 10'c.c.each is respectively unless throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). Pik U t " DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown+♦ r 1 1.. SEQ.: K 15 61191 4.No bad should be applied to any component anti after al bracing and 4.Instalation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and ere for"dry condition"of use. TRANS I D: LINK B.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 S,CompuTrus has no control over and assumes no responsibility for the Mwssary fabrication.hendling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. N ovem be r 30 201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located ort both faces of truss,and placed so their center r TPNNfCA In BCSI,copies of which call be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L(E 10.For bale connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- B=(-1973) 690 8-14=( -88) 628 . TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 __= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 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 = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" ' Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01=08 9-07 2-03-031' 5-00-05 9-02-05 3-01-03 9-07 5-01-08 T Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 1' 1 'f T T T 1' '1 load duration factor=1.6, 10-00 10-00 Truss designed for wind loads f f 7 t f in the plane of the truss only. 12 5 12 6.00 M-4x6 M-3x8 M=4x6 Q 6.00 6 M-1.5x3 M-1.5x3 3 + + M M O O .1A AAA1 11 1 12 13 14 .17,411 O of .714-4x4 M-3x8 0.25" M-3x8 =M-4x4 0l M-5x6(S) c:c0 PRQ�res J, y l y y GINE s/ 9-06-12 7-05-04 7-05-04 9-06-12 y y c-:.:> E) jt� �A.. 1-00 34-00 1-00 �` :9782PE r' JOB NAME : 3413-B POLYGON NW - C5 • ,,,ie" Scale: 0.1852 '107. WARNINGS: GENERAL NOTES, unless otherwise Wed. Y/ �^y C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 17 •R E G ON o Truss: C5 and Warnings before construction commences, budding component.Apph oebltty of design parameters and proper ..() V/� 2.Zk4 compression web bradrg must be Installed where shown•. Incorporation of Component k the responsibility of the building designer. 7� V,� G �'�'� 3.Additional temporary bracing to insure stability suing construction 1 Design assumes the top end bottom chords to be throughouty braced at 7 '1 y 1 J Is the responsibility of the erector.Additlonal permanent bracing of 7 o.c.end at 10'o.e.respectively unless braced their length by continuous sheathing such as plywood shoe TC)end/or drywaN(BC). p/1 U L..DATE: 11/30/2015 the overall structure Is the responsibilityotteMown responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where own•• 1 SEQ.: K1561192 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility or the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design Hada be applied to any component. and Sr.for"dry condition"of use. T RAN S I D: LINK pu8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.ComTrus has no control over end assumes no responsibility for the nacesssry fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. N ovem be r 302015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so thele center r TPWYrCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size o/piste In Inches. MITek USA Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR.1311.ESR.t988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3 (-2509) 644 11-12-(-534) 2521 11- 4=( -83) 628 WEBS: 2x4 KDDF STAND 3- 4-(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9-(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 POE' 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 PSF 7- 8-(-2272) 590 13- 8=(-174) 176 _______ ____= 8- 9-(-2509) 665 NOTE: 2x4 BRACING AT 24"OC UON, FOR LL = 25 PSF Ground Snow (Pg) 9-10-( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) '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 = -0.149" @ 17'- 0.0" Allowed - 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL - 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 9-11-11 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads 'l' '1' '( '' '1' 1' '' 1' in the plane of the truss only. 10-00 '' 1' 12 M-4x6M-3x8 6 M-4x6 12 6.00 p . 5 Q6.00 M-1.5x3 M-1.5x3 3 + + rn rn o o w 1 ! m. mew0 -}er 0 11 12 1i 13 O of M-4x4 M-3x8 0.25" M-3x8 =M-4x4 0l M-5X6(S) .co PROpe0 y y >y y y . .�``GIN `Sf 9-06-12 7-05-04 7-05-04 9-06-12 `� �v �j4 ° 1-00 34-00 1-00 44/ 89782PE• 2-7 JOB NAME : 3413-B POLYGON NW - C6 , ,,r!�. `-!" ' . Scale: 0.1852 . Mir WARNINGS: GENERAL NOTES, unlit*.liftman noted: C/ f 1.Builder and eredlon contractor should be addled of ail General Notes I.This design Is based only upon the parameters shaven and is for en individual -7 OREGON Truss: C6 and Wamlrge before oonetnutton commences, building component.Applicability of design parameters and proper '� 1/�I ,753'<;.?" 2.2a4 compression web bradng must be Installed where shovel.. Incorporation of component is the responsibility of the building designer. Cl,Q 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally brand et 1i(l "TRY G� la the responsibility of the erector.Additional permanent bradng of 2'continuous end al 10'o.c.such as y antes*braced throughout their length by T %1 sheathing such as plywood sheathing(TC)and/or drywell(BC). p/1 U t [C`v. DATE:: 11/30/2015 the overall stricture Is the responsibility of the building designer. 3,N Impact bridging or lateral bradng required where shown.... �`1 1.. `` SEQ.: K1561193 4.No bad should be applied to any component until after ala bradng and 4.Installation of truss la the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. design baa be applied to any component. end ars for"dry condition"of use. T RAN S I D: LINK 8.Design manumits fug bearing at ail supporta shown.Shim or wedge II EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necesssry fabrladon,handling,shipment and Instillation of components. 7.Design assumes adequate drainage Is provided. November Jry 0 8.This design Is furnished subject to the Amta8ons set forth by 8.Plates shall be touted on both faces of trues,and placed so their center ,2015 TPUWICA In SCSI,copies or which WWI be furnished upon request. Anes coincide with Joint anter lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L).E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 ROOF #16BTR SPACED 24.0" O.C. 2- 3=(-8988) 1824 14-15=(-1508) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 694 9-17=) -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10-) -68) 382 11-12=(-4012) 688 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=) 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) --',- ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 878 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) 1 nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, /)(v)(\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" @1@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 '( '( '( 1' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-002-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 4' 4' 4' 4' 4' 4' 4' 4 f 4' load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +598# ' 1 in the plane of the truss only. 12 M-5x8 M-3x4 M-3x4 8 M-5x8 12 6.00 p M-3x5 5 6 7 �9 M-3x5 Q 6.00 �� e. :0,,\/ '',7 M-1.5x3 + M-1.5x3 111 m m 3 14 o l/~w `n 14 15 16 17 18 o of M-3x10 M-6x8 0.25" M-3x8' M-3x10 1 M93x#8 M-7x8(5) M-6x8 �c`Ei PR0reS y 6-02-12 1-04 9-05-04 y 9-05-04 1-04y 6-02-12 y ,� �NG�N E`,Q `sit 1-00 34-00 1-00 �� �� �` 8.782PE �' JOB NAME : 3413-B POLYGON NW - C7 '' Scale: 0.1852 4. ,;;7‹:7 • WARNINGS: GENERAL NOTES, unless otherwise noted: co...�r 40 1.Balder and erection contractor should be advised of al General Notes 1.TMs design Is based only upon the parameters shown and Is for an individual 7A l OREGON o, Q,,, Truss: C 7 and Warnings before construction commences. buldlrg component.Appikabillty of design parameters and proper -Yf 2.br4 compression web bradng nest be Installed where shown•. Incorporation of component Is the responsibility of the building designer. .e9 Cl/f n y .1 G (G,-N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al / "f J is the responsibility of the erector.Additional permanent bracing of Z o.c.and et 10'o.c.rsspectivey unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywsl(8C). /�' f i DATE: 11/30/2015 the Quare/structure is the responsibility of the balding designer. 3.Zs Impact bridging or lateral bracing required where shown+• �"7�J 4 SEQ.: K1561194 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive envkonment, and are for"dry condition"of use. TRANS I D: LINK design leads be applied to any component. 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over end assumes no responsibility for theeneuspry fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. N Ove m be r 302015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be touted on both faces of truss,and cloud so their center r TPLAWCA In SCSI,copies of which wll be furnished upon request. Ines coincide with Joint center Ines. MiTek USA Inc./Com Trus Software 7.6.7 1 L E 9.Digits Indicate size of pate In Inches. Pu ( )- t0.For basic connector pate design values see ESR•131 t,ESR•1 Bee(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 WEBS: 2x4 KDDF STAND 3-4=( -19) 35 3-7=1-221) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 1O8V 0/ OH 5.50" 0.17 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed = 0.173" f f 1' MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 0.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 0 m load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. co0 C� �81.1111111,1 rn 0 ! M-3x4 j 1 El m c o 0 1 I 1 1 2►Z� C4'-.3x40 0 M-3x4 M-3x5 2-03-12 3-11-15 1-08-05 y y y 1-00 2-05-08 8-00 5-06-08 ,��0D P R OF6ssJ 'PROVIDE FULL BEARING;Jts:2,4,7 I 'N ,�\� ANG ESR O1, 89782PE �" • • • JOB NAME : 3413-B POLYGON NW - CJ2 /" �� -.saw Scale: 0.5501 NW WARNINGS: GENERAL NOTES, unless otherwise noted: 9,>OREGON o"Q� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ��� Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper `,xlfiy A5 !. 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. V 3.Addltlonal temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at /ti,4 U L �"CI v Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by /"' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown SEQ. : K1561195 4.No load should be applied to any component until eller all bracing and 4.Inatellatlon of trues is the responsibility of the respective contractor. fasteners are complete and al no time should any bnon- corrosive greater than S Design assumes trusses are to be used In a nonorrosive environment. EXPIRES: 12/31/2016 T RAN S ID: LINK b design ade be applied to any component. and are for"dry condition"of use. 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truce,and placed so their center TPUWTCA In BCS',copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 1o.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 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) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 WEBS: 2x4 KDDF STAND 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 411V -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" f f MAX TL CREEP DEFL = -0.039" @ 2'- 4.7" Allowed= 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 6.00 4 Design conforms to main windforce-resisting 0system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, 0 I Truss designed for wind loads M-4x6 o in the plane of the truss only. 3 1 N �D of 1 m r! M-3x4 0 of 1 ME,3x4 0 M-3x4 M-3x5 y .1, ,6 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 y 8-00 5-06-06 y ����� PR()Fen X061 (PROVIDE FULL BEARING;Jts:2,4,7 I r_`J ENGINE' /O V ��, •9782 P E �C' JOB NAME : 3413-B POLYGON NW - CJ3 Scale: 0.5126 ,/ .,fir h WARNINGS: GENERAL NOTES. unlesaotherwhanolad: 7 OREGON o'er 1.Bidder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and le for en Individual ,"y�(`iq RY 15 2 �� Truss: CJ3 end Wemings before conetrudlon commences. buiding component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown.. Incorporation of component Is 117e reaponstbAlly of the binding designer. ♦T� `� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be tel ly braced at l /`s24 u L C1` Is the rosponsldlly of the erector.AddAtonsl permanent bracing of 7 o.c.end at 1d o.c.respectively unless braced throughout their length by (' `, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DAT E: 11/30/2015 the ova sl structure is the reeponsibl8y of the building designer. 3.2x Impact bridging or lateral bracing required where shown o c SEQ.: K1561196 4.No bad should be applied to any component until alter rill bracing end 4.Installation of truss Is the responsibility of the respective contractor. r� h fasteners are complete and at no lime should any bnon- corrosive greater than 5.Design assumes trusses are to be used In a nonorrosive environment, and are for"dry condition"et use. EXPIRES: 12It71/ZO16 TRANS I D: LINK design loads be applied to any component, 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If November 30,2015 ,shipment necessary. fabrication,handlin p pmant and tnata8atlen of components. 7.Design assumes adequate drainage le provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of hiss,and placed so their center TP WdTCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center Anes. 9.Digits Indicate size of plate In Inches. MITek USA,inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plats design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 481V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 12 Design conforms to main windforce-resisting 6.00 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ri 0 1 2►a. 40=41 M-3x4 1-00 (PROVIDE FULL BEARING;Jts:2,9,3 1-00 P R OF 4SC,\r� ANG I N�� (S)0 k. :9782PE JOB NAME : 3413-B POLYGON NW - CJ7 "Scale: 0.5126 WARNINGS: GENERAL NOTES, unless otherwise noted: C/ / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is far an Individual -y,�, 0 REG G ON Truss: CJ7 and Warnings before construction commence.. building component.Applicability of design parameters and proper /� ry 2.244 compression web bracing must be installed where shown•, 2.Design assumes the top and bottom chorda to be laterally braced et incorporation of component Is the responsibility of the building designer. 1,49 � 4P3 y r V 3.Additional temporary bracing to Insure stability during construction J is the 7 o.c.end at 10'o.c,respectively unless braced throughout their length by ` responsibility of the erector.Additional permanent bracing of continuous sheathing such as*wood sheething(TC)and/or drywa8(BC). p/1 I 't DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2s Impact bridging or lateral bracing required where shown•• I I /L SEQ.: K1561197 4.No bad should be applied to any component until after all bracing and 4,Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in s non-corrosive environment. T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use, • 6.Design assumes Iud bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment end Installation of components. 7_Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of loss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of pieta In inches. MiTek USA,Inc./CompuTrus Software 7.6.600-E II.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7-(-239) 401 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-492) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x4 ROOF STAND; 3-4=(-127) 105 3-8=(-805) 447 2x4 KDDF #1&BTR A LOADING 4-5=( -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 473V -54/ 144H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed = 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL- -0.070" @ 2'- 4.7" Allowed = 0.472" 1' .. f MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" s -, 12 4 6.00 Design conforms to main windforce-resisting f system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 I M-4x6 r, 3 4b111111111111.11111111.111111111111111.11. !likr.MMIM.M..M.. ." ---- " IrMill -f mE o M -3x4 0 1 2` 1.1 1 7 3x4 0 M-3x9 M-3x5 ; y ,6 ). 2-03-12 5-02-12 0-05-08 y 1-00 2-05-08 y 8-00 5-06-08 y ‹<', P R OpFss 04GiINE�C� 70 4Z` 89782PE mac' JOB NAME : 3413-B POLYGON NW - CJ8 , ,/, '/, f9 ____. Scale: 0.4751 .fir /� 4, WARNINGS: GENERAL NOTES, unless otherwise noted: 1 7 .REGON+1. 1.Builder and erection contredor should be advised of al General Notes 1.This design Is basad only upon the parameters shown and Is for an Individual ��� C�. Truss: CJ8 end Warnings before construction commences. building component.Applicability of design parameters and proper 1.`( 2.2o4 compression web bracing must be Installed where shown+. Incorporation of component Is the respomiblity of the building designer. 3.Addttbnal temporary bracing to Incurs stability during construction 2.Design assumes the top and bottom dards to be laterally braced al A U L C1 Is the responsibility of the erector.Additional permanent lensing of 7 o.c,and at 1(T o.c.respect ly unless braced throughout their length by /"' [i DATE: 11/30/2015 the overall structure Is the responsibility of the bulding designer, ZtcoImpact ehging orng such as plywoodcingraired sheathing(TC)and/or drywel(BC). 3.ar impact Mdping or lateral bracing required wham shown•+ SEQ.: K 15 6119 8 4.No bad should be applied to any component untl alter al bracing and 4.Inetalatlon of truss Is the responsibility of the respective contractor. �/ e�i / V {�+ 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. and are for"dry condition-of use. EXPIRES:ES. 1 2�J 1 l2 V i design bads be apptted to any campanent. TRANS I D: LINK Sassumes NI bearing at al supports shown.Shim or wedge If .Design 5.CompuTros has no control over and assumes no responsibility for the necessary. November 30,2015 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 0.This design la furnished subject to the limitations set forth by 9.plates shal be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. MiTek USA,Inc./Com Trus Software 7.6.6(1L Z 9.Digits Indicate size of plats In Inches. Pu t o.For basic connector plate design values see ESR-1311,ESR-1930(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PDF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 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/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 / MAX HORIZ. TL DEFL = 0.000" @ l'- 10.9" 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 rn � s-- 1 c M-3x4 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 �`��9cO P R()1 Sip ° 89782PE 17� JOB NAME : 3413-B POLYGON NW - J1 ,s• .40' Scale: 0.6001MAW - WARNINGS: GENERAL NOTES, unless otherwise noted -•�J OREGON 1.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Y� 2���� Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown t: Incorporetlon of component Is the responsibility of the building designer. .a'J� ' Y ,�5 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords la be laterally braced at 77 is the responsibility of the erector.Additional permanent bracing of 7 c.c.and et 10'o.c.reach es ply unless braced throughout their length by „� continuous sheathing such es plywaod sheathing(TC)and.or drywall(BC). PIA I I t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shovm+ r 1<J l SEQ. : K1561201 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. • 5.CompuTrue hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta ahavm.Shim or wedge 11 EXPIRES: 12/31/2016 necessary. febhcatlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPIM/TCA in SCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc.(CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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) 50 2-4=(0) 0 BC: 2x4 KDDF #1iBTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX 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" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed - 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. <n N f+1 O 1 I ! OI I♦ 01 M-3x4 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' 8-00 c_c0 PR 0 Pe Cti ANG I N E '4 s°I. „14_,/ � •9782f E 9r' JOB NAME : 3413-B POLYGON NW - J2 • ,,,�► Scale: 0.5751ofir Sill WARNINGS: GENERAL NOTES, unless othsrvlse noted: (/ 1.Builder and erection contractor should be advised of all General Notes 1,This design Is bawd only upon the parameters shown and Is for an Individual a R EGC7 N � Truss: J2 and Wemings before construction commences. building component.Appilcablly of design parameters and proper :(' 4// 411):r�. Incorporation of component Is the roaporrolDlky of the budding designer. 2.2t4 compreesbn web bracing must be Installed where shown .A� C xlR y V 3.Additional temporary bracing to Insure stability during constructionconstruction2 Design mums the top end bosom chords to be laterally breed at7 'l '�J ��j_ Is the responsibility of the erector.Additional permanent bracing of 7 0.0.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x continuous bridginglorr lateral brang such as plywood grequie d where Mow*•drywaA(BC). /J I +1 ^� SEQ.: K 1 c 6 1 2 0 2 4,No bed should be applied to any component until alter al bracing and 4.Installation of truss la the responsibility of the respective contractor. �"1�,J L,.. J V fasteners are complete and et no time should any bads greater than 5.Design'mums truss..aro to be used in a non-corrosive environment, design loads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 8.Design assumes full bearing at all supports shown.Shin or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility ler Me necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November ove m I„e r 3�'1 G 6.This design Is furnished subject to the limitations set forth by 5.Males shall be bated on both faces of truss,and placed so their center I Y u r L J TPIM?CA In BCS',copies of which will be furnished upon request. Inn coincide with Joint anter fins. 9.Digits Indicate size of plate it inches. M Tek USA,Inc./CompuTrus Software 7.6.6(11.)-E 10,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 B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" Q.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. <r• Iri r1 th I 1 2��� M-3x4 y y � 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 8-00 P R OFe J^ N '�' s;OCL `rte 8'782 P E JOB NAME : 3413-B POLYGON NW - J3 '' • Scale: 0.5501 - ?' WARNINGS: GENERAL NOTES, unless otherwise noted. CIy�// 1.0� 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual 7 OREGON a" Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper ry0 <Z'�` 2.2x4 compression web bradng must be installed where shown�. Incorporelion of component is the responsibility of the building designer. ..A� (//1 G (G/� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at 77 "f J is the responsibility of the erector.Additional permanent bracing of 7 o,c.and al 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P,4I i DATE. 11/30/2015 the overall structure Is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown•• U L SEQ.: K15 612 0 3 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time shoukf any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component, end ere for"dry coact ion"of use. 5.CompuTrus has no control over end assumes no responsibility for the H.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 8,This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,201 5 TPWVTCA In BCS(,copies of which will be furnished upon request. lines coincide with(slot center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7,6,6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 -,/ 12 Design conforms to main windforce-resisting 6.00 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 rn o 1 1 2►�11 4l'''' M-3x4 y y 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 ���0 PROpe6, :9782PE ��"' JOB NAME : 3413-B POLYGON NW - J4 40, _die Scale: 0.5126 ' OMNI WARNINGS: GENERAL NOTES, unless otherwise noted ',111 C.4.:1/6,1 OREGON �4`' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters.hovm and Is for an Individual O Truss: J4 and Warnings before construction commences. building component.Applicablllty of design parameters and proper A 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. �c9 V/�vy G 3.Add81ona1 temporary bracing to insure atablllty during construction 2.Design assume.the top and bottom chords to be laterally braced at I '7(� J `, 7 o.c.and at 10'o.c.respectNely unless braced throughout their length by V4 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� PAUL 'L �` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• �^1�J S E K 15 612 0 4 4.No load should be applied to any component until alter all bradng and 4.Installation of truss is the responsibility of the respective contractor. Q fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. end are for"dry condition.'of use. TRANS I D: LINK y n 11]] ryn//''''��{ 6.Design assumes full beating at ell supports shown.Shim dr wedge if EXP I RES: 1 2/31/20 1 6 5.CompuTrus has no control over end assume.no responsibility for the necessary. febricatlon,handling,shipment and Installation or components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the(imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November UbPir 30rZQ rJ 5 TPI/WTCA In SCSI.copies of which will be furnished upon request. linea coincide wtth Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-4-) -99) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed - 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -/ MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 1 Design conforms to main windforce-resisting 6.00 3 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N f•1 en I. P.=.01 5�� M-3x9 r 1-00 8-00 !PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-11-11 �� PR()Fesco s , ANG I N E�i9 /0�- •9782PE r- JOB NAME : 3413-B POLYGON NW - J5 Scale: 0.4500 �•✓,-- /fir WARNINGS: GENERAL NOTES, unless otherwise noted: • V 1.Balder and erection contractor should be advised of d General Notes 1.This design Is based only upon the parameters shown and Is for an individual �q-OR E O N Truss: J5 and wamings before construction commences. bulling component.Apptabllty of design parameter'and proper Le (J//�� (1� 2.2x4 compression web bracing must be Metalled where shown 0. Incorporation of component la the responsibility of the balding designer. ..A � 1 V (� 3.Additional temporary bracing to Insure stability during construction 2 Deign assumes the top and bottom chorda(e W literally braced al 7 "� „` Is the responsibility of the erector.Additional permanent bracing of 0.0.and at 10'o.c.respectively unless braced throughout their length by continuous sheathMr euch as plywood sheathing(TC)and/or drywd(BC). p/1 1 1 t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* A V L.- S EQ.: K 15 612 0 5 4.No bad should be applied to any component untl after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design bads be applied to any component. end era for"dry condition"of use. 5.CompuTrus has no control over and leaches no responsibility for the 8.Design assumes lull bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 necesary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November ovem be r']J0 8.This design la furnished subject to the Nmaatons set forth by 8.Plates shall be bated on both faces of truss,and placed so their center I`I U ,2015 TPVWTCA M SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MTek USA.Inc./CompuTrus Software 7.6.6(1 L)E to.For bask corrector plate design values see ESR•1311,ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-191) 128 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.147" 8 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" 8 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" 8 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" 6 11'- 10.9" 9 -/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. 101 c 0 rn C7 C .1.1111111111111111111111111110111.... p 11�� 2► t�� I o M-3x4 y 1-00 y 8-00 y 3-11-11 r,<<, PRO�cFSs r,„J ��C'`tN ��4. /p PROVIDE FULL BEARING;Jts:2,5,3,4 I ' :9782 f E �c JOB NAME : 3413-B POLYGON NW - J6 i -.00' Scale: 0.3856 / MUM 40 WARNINGS: GENERAL NOTES, unless otherwise noted: 10. � C./.�r 1.Builder and erection contractor should be advised of as General Notes 1.This design la based°My upon the parameters shown and is for an Individual 7A, OREGON O'er• Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 'VI, ` 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the binding designer. �� G4 a,- �C`}� 3.Additional temporary bracing to insure stability during construction 2.Dseign assume.the lop and bottom chards to be laterally braced at N Is the responsibility of the erasion.Additional permanent bracing of 7 5.5.and at 10'o.c.respectively unless braced Throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). p/�' f L 1. DATE: 11/30/2015 the overa4 structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown+• ,--'-AUL SEQ.: K 15 612 0 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respectNe contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry concision"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim dr wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November ove m l„e r r]O''f O�1 C 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed se their center 1 V U J ,L I J TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Tins. 9.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=) 0) 253 BC: 2x6 KDDF #1&BTR 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1572) 413 8- 5=(-317) 1575 4- 8=( 0) 246 LL = 25 PSF Ground Snow (Pg) 9- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 19'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 7 4320# 43200 T 12 12 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 D M-4x6 M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 34 End verticals) axe exposed to wind, e 4410Truss designed for wind loads in the plane of the truss only. Tr ,00,11.111111.11.11111.119 5 6 10 I I O M-3x4 M-3x4 M-1.5x3 M-3x4 0 k y y y 5-08-08 2-08-12 5-06-12 y 1-00 y 14-00 y 1-00 y . �'�D pRQFCCsc$' ��ti5 �NGI N� 6' 4L'iL c' 89782P ter"" JOB NAME : 3413-B POLYGON NW - P1 ..r► -/ Scale: 0.3991 NM WARNINGS: GENERAL NOTES, unless otherwise noted. ',/ (/ '40 '40 1.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and a for an Individual -7,t,OREGON Q Truss: P1 and Warnings before construction commence.. building component.Applicability of design parameters and proper v/_ A 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. ,.[) (/^ fJ �(, 3.Additional temporary bracing to Insure stability during construction 2.Design eswmes the top and bottom chords to los laterally braced at 7 "'f Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end et 10'o.c,respectively unless braced throughout their lang(h by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). PA LJ L L. ‘;k\DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown r•* SEQ.: K1561207 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design eswmes trusses are to be used In a non-corrosive enbronmenl. T RAN S I D• LINK design bads be applied to any component, and are far"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility br the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabncabon.handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Iimitations set forth by B.Plates shall be located on both taus of truss.and placed so their center November 30,2015 TPVWTCA In BCSI,copies of which will be furnished upon request. Hoes coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-E t0.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 324 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x4 KDDF STAND 3-4=(-705) 133 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PDF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 636 5.50" 1.12 KDDF ( 625) 14'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 Design conforms to main windforce-resisting 121212system and components and cladding criteria. 6.00 Q 6.00 4 0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ''...7.17( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), iiload duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M m o, iii = 10 7- 0 1 2 5 0 I I o M-3x4 X- .5x3 M-3x4 0 y y 7-00 7-00 y 1-00 y 14-00 1-00 y .`��`�� P R OF�SIS Q" :9782PE -F.._JOB NAME : 3413-B POLYGON NW - P2 ' ,,,10 Scale: 0.3991 111117. IMF WARNINGS: GENERAL NOTES, unless otherwise noted. C./,r�r / /'� 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an Individual TA S R E l�O N O Truss: P2 and Warnings before construction commences. building component Applicability et design parameters and proper 1j.' , ry 2.2x4 compression web bracing must be Installed where shown., incorporation of component is the responsibility of the building designer. 9� �/�) C [`}% 3.Additional temporary bracing to insure stability during constructionir 2.Design assumes the top end bottom chords to be leterelty braced et 7 `� 1 J ��j_ is the responsibility of the erector.Additional permanent bracing of 7 o.c.and al 10'o.c.respectHely unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). .JA i Vk DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«. !Z S- SEQ.: K1561208 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and ere for"dry ooedllloe of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handling.shipment and installation of components. 7.Dekgn assumes adequate drainage is provided. November /� 30,201 5 6.This design is furnished subject to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center TP6WTCA In SCSI,copies of which w11I be furnished upon request. lines coincide with joint center(lees. 9.Digits Indicate size of plate in Inches. MiTek USA.Inc.ICompuTrus Software 7.6.7(1L)-E 15.For basic connector plate design values see ESR-1311.ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 KDDF ( 625) • LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) "• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL - 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 ,f ,f f MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 1 M-1.5x3 Q 6.00 /- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, mweRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. m 0 r- c:' rm M 5•* �3 I 0 M-1.5x3 M-3x4 0-05-12 6-00-04 J. J. J. 6-06 1-00 'S< D PR0Fer, �� 0GINEc-R / `c, 0 N cr. 89782PE mac" JOB NAME : 3413-B POLYGON NW - P3 - . )7.`.. ./.\===i ' Scale: 0.5233 ''1 WARNINGS: GENERAL NOTES, unless otherwise noted: ti..�r 4) 1.Bolder and erection conbador should be advised of al General Notes 1.This design Is based only upon the perimeters shown and Is for an indlvdual 7 OREGON o Truss: P 3 and Warnings before conetruceon commences. bolding component.Applicability of design parameters and proper //,, 2.2x4 compression web bracing neust be Installed where shown o. incorporation of component Is the responeibIity of the building&elver. -T V,Q G ��, 3.Additional temporary bracing to Insure stablly during construction 2.Design assumes the top and bottom drords to be laterally braced d 7 lI ''J �j. le Me roapomlbllly of lin erector.Additional permanent bracing of c 0.0.and at 10'o.c.respectively unless broad throughout their length by `,(<,,, continuous sheathing such as plywood sheathing(TC)and/or dnywal(BC). ir p/1 t DATE: 11/30/2015 the overall structure Is the reaponeiblity of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ AUL. SEQ.: K1561209 4.No bad should be applied to any component until after el bracing and 4.Installation of muss is the responsibility of the respective contractor. Whiners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component. and are for"dry oondition"of use. 5.CompuTn»has no control over and assumes no responaibillty for the 8.Design assumes tuft bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and instillation of components. 7.Design assumes adequate drainage C provided. N ove m be r 30 302015 8.This design is hanlehed subject to the limitations set forth by 8.Plates anal be ldealed on both tads of buss,and placed so theft center u r TPI/WTCA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indlate size of plate In Inches. MiTek USA,IrtciCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1[BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 / MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" ,1' l MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.B" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 [7' MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 o 4 r1 0 I 2.� rte' O 1 M-3x4 l ), l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-OO ASO PR6 • 2 C4, 4 :9782PE 9v JOB NAME : 3413-B POLYGON NW - PJ1 `.✓,_�' Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted: " v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' _OREGON O" Truss. PJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper (///� ry 2.2x4 compression web bracing must be Installed where shorn•. 4147 Incorporetlon of component la the responsibility of the building designer. .tj� (/A,y V 3.Additional temporary bracing to Insure stability during construction 2.Dsaign assumes the lop and bottom chorda to be laterally braced al 77 ''ll fi _t(j_. Is the responsibility of the erecter.Addllional permanent bracing of 2'o.c.end al 1 n o.c,respectively unless braced throughout their length by V continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). PA 1 f L n` DATE: 11/30/2015 the overaA structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• r 1 u SEQ.: K 15 61210 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D• LINK design bads be applied to any component. end era for"dry condition"of use. • 5.CompuTnrs hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. lebricalbn,handling.shipment end installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces citrus',and placed so their center November No�/emA.,er 30,2015 5 TPI/WTCA In BCSI,copies of which MIA be furnished upon request. Anes coincide with joint center lines. 9.MfTek USA,Inc./Com Trus Software 7.6.7(10-E 0 ForDiga Isis conate ect ofplateIn Inches. fw10.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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-65) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed - 0.333" MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL - -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 - Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N M � Iri 2 11111111. 1 _ M-3x4 y y 1-00 6-00 [PROVIDE FULL BEARI NG;Jts:2,3,4 K<,(51, „0 P R Op6-, CON ANG I N E�R 89782PE JOB NAME : 3413-B POLYGON NW - PJ2 • Scale: 0.6146 WARNINGS: GENERAL NOTES, unless otherwise noted: C/ "J I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 9�OREGON Qi Truss: PJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper (1/2.2x4 compression web bradng must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. .,(J riqr Aqiiy3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be kterally braced et 7 J �j k the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'c.c.respectively unless braced throughout their length by continuous sheathing such se plywood sheathing(TC)and.or drywel(BC). p/1 I 't ` DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown•• r"1�,J 1.. SEQ.: K 11 5 6 1 2 1 1 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. G esteem are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D' LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shaven.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.This design is furnished subject to the limitations set lorth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA 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.ICompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" T T MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. .v. 0 M M O fiv ill O _ I 1 2��� 4��� O M-3x4 y y y 1-00 6-00 - l� (PROVIDE FULL BEARING;Jts:2,4,3 I co",- P R r,I`k-6.0 ,`c.� ,�,�G I NES rO2 1!" :9782PE �v JOB NAME : 3413-B POLYGON NW - PJ3 - _,;,r Scale: 0.5762 ' ,, Ili WARNINGS: GENERAL NOTES, unless otherwise noted: f✓' (''�/� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual a 1,1 •R E GO N �..` Truss: PJ3 end Wamings before construction commences. building component.Applicability of design parameters and proper II+ 'r////��I 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the rosponsodlty of the building designer. ,yry��^ G `�(� 3.Additional temporary bracing to Insure stability during constriction 2.Design assumes the lop end bottom chords to be laterally brad el 7 'l J oaL Is the responsibility of the erecta.Addlbnal permanent bracing o/ c o.c.and at 10'o.c.such a p urtess bread throughout their length by continuous sheathing such as plywood eheathing(TC)and/or drywal(BC). p/1 U t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.tic Impact bridging or lateral bracing required where shown++ I 1.» SEQ.: K1561212 4.No bad Mould be applied to any component until after se bracing and 4.Installation of truss Is the responsibility of the respecthe contractor. fasteners aro complete and et no time should any bads greater than 5.Dealgn assumes trusses are to be used Ina noncorrosoe environment, and sre for"dry condition"of use. TRANS I D: LINK design bads be applied to any component. 8.Design assumes full bearing at IN supports show,.Shim or wedge It EXPIRES: 12/31/2016 5.CompuTrus has no control over and mourns;no responsibility for the neasssry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30 e.TN.design Is mmished a+blect to the limitations set forth by 8.Plates shall be bated on both faces of tans.and placed so their center ,2015 TPWJTCA In SCSI,copies of which will be furnished upon request. Anes coincide with)oke anter lines. uTrus Software 7.6.7(11.)-E 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Com P1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 RUDE #1&BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" f MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 -/ in the plane of the truss only. /' o rn o I OI r- 1 2��� 4��1 -� M-3x4 ; y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I / > N \E �S' :eb c . 89782PE 91-" JOB NAME : 3413-B POLYGON NW - SJ1 ,i. -00" Scale: 0.6957 i AIM WARNINGS: GENERAL NOTES, unless otherwise noted': /, -q' OREGON 0) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,a (i.. 410-!.e �` Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper y.,.�y 'v '"' 2.2x4 compression web bracing must be Installed where shown.. Incorporetlon of component Is the responsibility of the building designer. T,(1 /1 G 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced at T�T� "f :J Is the responsibility of the erector.Additional permanent bracing of T o.c.end et 10'o.c,respectively unless braced throughout their length by Vk, continuous sheathing such it plywood sheathing(TC)and/or drywe9(BC). PA U L DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. / SEQ. : K1561214 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment. T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of ens. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing al al supporta shown.She or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss.and placed so their center November 30,201 TPUWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(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/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 ROOF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 RODE ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 ,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 = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 -, 1' , O m 0 iiiO 1 1111 3 I�� M-3x4 .Jr y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 I �� ,o PRopFs r,„.•\. ' NGIN �h� sow �. "9782PE �C' JOB NAME : 3413-B POLYGON NW - SJ1X y.'/,..�� • . Scale: 0.7401 " • IFF WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Bolder and erection contractor should be advised of a1 General Notes I.This design is based only upon the parameters shown and Is for an Individual OREGON '-• Truss: S J 1 X and Warnings before consinrctlon commences. (wilding component,Applicability of design parameters and proper 15',� � (' l" 2.2t4 compression web txadng muni be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at lithe reaponsibOity of the erector.Additional permanent bracing of c o.e.and at i a o.e,respectively as sly unless braced throughout ntdryeir length by11110 / continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). p 1 U t 4 DATE: 11/30/2015 the Quasi structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown*.i. 1 L. SEQ.: K1561215 4.No bad should be applied to any component until after all bracing and 4.Instaialion of true Is the responsiblNty of the respectNe contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, design bade be applied to any cempanaM. and ars for"dry condition"of use. T RAN S I D: LINK 5.CompuTrua has no control over and assumes no responsibility for the 5.Design assumes NII bearing al ail suppo is shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handing,shipment end Imtallatton of components. 7.Design assumes edequale drainage Is provided. November ove m l.,e r,] J e.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center I Y U ,201 5 TPLWTCA In SCSI,copies of whtch all be furnished upon request. Ines coincide with Joint anter lines. 9.Digits Indicate size of plate In Inches. MITek USA.Ino./CompuTrus Software 7.6.6(1L)-E 10.For bade connector plate design vduea see ESR-1311,ESR-1958(Wilk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 322V -13/ 719 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -94/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 -i MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" ifw. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a o Truss designed for wind loads I in the plane of the truss only. N r`'1 O I - - O I [ --/l 0 2 XI 4 >-<- M-3x4 y >L . y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I ,<O\I: R Dicer, �ess ���� 0.461N9' /°* 4` :9782PE ter' JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.7840 WARNINGS: GENERAL NOTES, tinkles otherwise noted: r V 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual yi A OREGON O� Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper -L�► 2.2x4 compression web bracing must be Installed where shown+. Incorporotlen of component Is the responsibility of the ung designer. .e7� �I i� 3.Additional temporary freeing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally tinted at 7 'l 'r J `'G- Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1O o.c.respectively unless braced throughout thele length by /L�,,. V V continuous sheathing such es plywood sheathing(TC)and/or drywel(BC). • p/�1 1 L S` DATE: 11/30/2015 the overall structure is the responsibility of the building deelgner. 3.2r Impact bridging or%Wel bracing required where shown** �"1 u SEQ. : K1561216 4.No bad should be applied to ecy component until after al bracing and 4.Inalalatbn of truss is the responelbilty of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, end are for"dry condition"of use. TRANS I D: LINK design leads be applied to any component. B.Design assumes tuft bearing Nal supports shown.Shim or wedge It EXPIRES: 12/31/2016 5.Comnow puTrue has control on and assumes no responsibility for the necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. N ove m be r 3�302015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center u r TPIM?CA In SCSI.copies of which wIl be furnished upon request. Ines coincide with joint center lines. Digits9. Indicate MITek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate iehss psign values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 Design conforms to main windforce-resisting system and components and cladding criteria. IWind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M /- 0 O I 1 3� M-3x4 2-00 '' 1-11-11 40° PR press CO CGINS �4 /2 PROVIDE FULL OEARING;Jts:1,3,2 ` p � :9782PE ter' JOB NAME : 3413-B POLYGON NW - SJ2X Scale: 0.8965 WARNINGS: GENERAL NOTES, unless otherwise noted: f;/ 40 1.Baader and erection contractor ehoufd be advised of el General Notes 1.This design Is basad only upon the parameters shown and Is for an IrrdlvtdualOREGON ". Truss: SJ2X and Nhmkge before construction commences. building component,Applicability of design parameters and proper :1, , [1� 2.2r4 compression web bracing mud be Installed where shown 2.Design sesames the top and botto +. Incorporation of component k the responsibility of the balding designer. .A� (/�1 r.� V 3.Additional temporary bracing to insure stability during conetnrctbn bottom chords to be leerily braced d 7 /.= `1/Y Is the responsibility McGlone!ly of the erector. permanent bracing such 55 ng of 2'o.c.and at IG o.c. sty unless braced throughout thele length by ri �\�V continuous sheathing such es plywood eheaddng(TC)and/or drywel(BC). ` PA U DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where dawn+ SEQ.: K 15 61217 4.No bad should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. tweeters are compete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component, and are for"dry condition"of use. T RAN S I D: LINK 6.Design assumes tun bearing at al supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the nece..ary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes sdequale drainage is provided. November m be r 30 6.This design Is furnished sub)ect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center V r 20 1 b TPVWTCA in BCSI,copes of which ell be furnished upon request. Ines coincide with Joint center lines. MiTek USA Inc./Com Trus Software 7,6.6(11.)-E 9.Digits Indicate size of plate In Inches. pU10.For basic connector plate design values see ESR-1311,ESR-19118(MiTsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL - -0.001" @ 5'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 m 0 lijio 1 1 2 i�� 4 li.. 1 0 M-3x4 y i, J, - 4 1-00 2-00 3-11-11 4FROVIDE FULL BEARING;Jts:2,9,3 I �cc. D PR 0F6-, 9782 P E 17 1--- JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0.6303 WARNINGS: GENERAL NOTES, unless otherwise noted: / V 4) 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1' OREGON o' �,. Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper ;(If (Z 2,2x4 compression web bradng must be Installed where shown*. Incorporation of component lathe responsibNlry or the bulking designer. .T1� I`! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom dards to W laterally braced at 77 �ry UL Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and al 10'o.c.respecaNely unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2 Impact bridging continuous lor lateral b dreg such es orequd h a hwhieroCsne,or drywal(BC). /1 SEQ.: K161218 4.No bad should be applied to any component untl ager al bradng and 4.Installation of truss Is the responalbllry of the respective contrador, /"� fasteners are complete and et no time should any beds greater than 5.Design assumes trusses ere to be used Ins noncorrosive environment, design loads be applied to any component. and are for'dry condWon of use. TRANS I D: LINKB.Design essumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility for the nacesssry fabrication,handling,shipment end Installation of component.. 7.Design assumes adequate drainage Is provided. November AI 3�20�G 8.This design Is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I`I u r J TPUWTCA In SCSI,copies of witch Ml be furnished upon request. Ines colndde with Joint center lines. 9.Digits Indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1311.ESR-1908(MNTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury ralMDimensions are in ft-in-sixteenths. lillik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 ,� 2. Truss bracing must be designed by an engineer.For 0'/16 wide truss spacing,individual lateral braces themselves 0 WEBS 4 may require bracing,or alternative Tor I _UM a bracing should be considered. O=1111011iir 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. O- D_ 4. Provide copies of this truss design to the building c�-e c�i cs-s O designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate ~BOTTOM CHORDS all other interested parties. plates 0-1ad' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that y� 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. 1 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. ■M O reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MII4t, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with ITe 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