Loading...
Plans (56) .5-I-2_0(7 ori 3 Mu r79 Icj �v�e -- 0 L.' M Fre k5' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-399 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996177 thru R45996185 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � yc PROFs� <-0" tiN�'iNFR /o2 ` 87022PE Tc\ATFOREGON q9 Opti OB ER \'��Q� A. HES EX' ' ' 06/30/ t November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 IJob Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhg 1 H MTHTkUyEzgd ,0� p-10-1411 1-13-0 1 1 1-2-0 1 1 1-0-2 1 I i-0-8 I 1-6-0 I 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 / \Se -, N ,, 1\E./ \.- ,/ /'\. / .\ / . 9 "-- &S...e 111 Nill o o o v a o ° o o110 lir 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 1I 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4 = 3x5= I 1-1-0 I 18-6-8 I 21-4-0 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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'nor NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 Uplift35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=1449/0,10-11=1540/0,11-12=1540/0,12-13=1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. PR 3)Refer to girder(s)for truss to truss connections. V) QFfiSS 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement '��G c N 's, at the bearings.Building designer must provide for uplift reactions indicated. -N �N F,4 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 17 be attached to walls at their outer ends or restrained by other means. 4t. 870 2 P E r 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5 (i) (\I ,� y 'cj, OREG N cP� Zz. LOAD CASES) Standard \© 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 CO 'BER 1 P\ Uniform Loads(ptf) S Vert:22-35=8,1-21=80 • A- H ` Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 4 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII7473 rev.10/03/2015 BEFORE USE. 1$111 pyr Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i'1Lill nit building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracingM is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quarrfy Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 • Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996178 PL15-399 UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 11-0-0 I 1 -1-1-10 ii 1-2-0 1 p-7-'1 1 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 _ o ccI4 -/a\ / N 2/ N-4/ 'Is\2 je 1\2/ N 2 \ 4/ .4\ //IL Ssiiiiih. 19 0 o d o o ee o 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 13-7-2I 1 19-11-4 I 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:99 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 puriins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,45=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=-66217,18-20=-1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 r 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. •Scc`' P R°FF6's �cC�`cJ 0AGIN�F9 /0 `r 87022PE y "oi, OREGON rP 4/4 ,Ni • ��'OS�8 ER A�'\..4p. A He? EXPIRES:06/30/2017 November 30,2015 8 9 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not j. a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ia building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss 1 Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) .Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 1:1_f__1411I D:zs2ygYH MYIti_Z1 p9y 12t1 yAg??-JgZSAoawwvh45eWFgT1 rtR8Td5zquxYj2RW7 KpyEzqa 1 1-10-8 I r 1-0-0 1 1 1-2-0 II 1-0-2 I 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 ITITI 9 - \ / N / N / N / N /- /_ N• a/ (\z\:/\:/\z v o o' � -o 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5 = 3x5= 3x5= 3x6= 3x6 = 3x4 = 3x5= 14-0-14 1 2-1-8 1 12-10-14 1?-5-1i 1 19-7-0 1 22-4-12 I 0. 2-1-8 10-9-6 0-7-0 7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- (12:0-1-8,Edgel,(13:0-1-8,Edge],[35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=-1563/0,11-12=-1563/0,12-13=-1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,2425=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=01881, 6-30=0/502,6-32=629/0,432=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��`�D P R QFe.° 3)Refer to girder(s)for truss to truss connections. '� �' Co 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. ,� x.tt N� ,9 f(7 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 -Y be attached to walls at their outer ends or restrained by other means. 870 2 P E 6)CAUTION,Do not erect truss backwards. / Jo'. 7 �'o,,,, OREGON cp,<<Ct "P '''4,1 f3 E R AN \"' . A. HECIS • EXPIRES:06/30/2017 November 30,2015 ( t Ill �00 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. T... Iv Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not =Yl a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall LLSS building.design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IliTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 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 R45996180 PL15-399_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-nO7WO8aYgDgwjo5ROAY4PfgdNVLEdOdsG5FhtFyEzgZ 1 1-3-0 I 1-5-0 I I 1-5-6 I 2-0-0 I 11-2-0 1 21 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 I I 3x10 = 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 2. 2 19 .I I \ / \ / N p• _Si.._ 9 • . 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4 = 3x6= 3x4= I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— (8:0-1-8,Edge],[17:0-1-8,Edge],f23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=1993/0, • 8-9=-2337/0,9-10=-2337/0,10-11=1912/0,11-12=1912/0,12-13=-1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-156710,13-15=-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. � CEO P R Or 5 tiNGINE-FA /a2 �� 87022P �,! J.J cv 7 �"0), OR GON (1, 4 SA. HECk EXPIRES:06/30/2017 November 30,2015 : 1 o0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. SAIIIRIT Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • .building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 AN51/rPI1 Quarrty 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 R45996181 PL15-399_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:5627 2015 Page 1 ID:zs2ygYH MYlti_Z1 p9y12t1 yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzqY 1 1-0-0 I 0141141___1,2_41H P-7-7i 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 ■ / \ 2 /\ / /\E/ /\5/ 0 ‘ . \ , \ /` N 9 e- o o _usu. o 0 0 0 -s 35 34 33 32 31 30 29 , 28 27 26 25 • 24 23 3x4= 4x6 = 3x6=3x6 FP= 3x5 = 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 = 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1# I 21-4-0 1 4 14- 14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edgel,f27:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling•directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-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=88510,21-23=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 �n�j P R Qp ..S attached to walls at their outer ends or restrained by other means. Co \AGA N E s/, ' 87022PE �'r 7 �AT OREGO ti9 A� SA. HEk EXPIRES:06/30/2017 November 30,2015 t I -d WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Wr:ti n Design valid for use only with MOek®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-- - - ilek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Qualify Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399_UPPER F06 Floor 2 1 'Job Reference(optional) • Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:29 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n1 H18ciLmglUJz2ULTayEzgW 1 1-10-8 1 41-10-1411,1-0-0 1 1 1-2-0 1 1 1-0-2 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N L - \_/\ •I ^N / N. / Nom/ -N /\ /'\ NSi`. o e o o o o a e 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4= 3x5 = 14-0-14 1 2-1-8 I 12-10-14 1 -5-19 1 19-7-0 I 22-7-8 I 2-1-8 10-9-6 b-7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- 112:0-1-8,Edge),[13:0-1-8,Edge),135:Edge,0-1-81 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 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=-1570/0,12-13=1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 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. ..,0) P R OPE- 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. CO'�� Gt N i SS 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 �� {GCS d 3 Q2 be attached to walls at their outer ends or restrained by other means. '9 5)CAUTION,Do not erect truss backwards. Q 870 2 P E 2' moD -•'' ' OREGO P <i ,p0/3ER1\ Q saHEP% EXPIRES:06/30/2017 November 30,2015 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1114_111.H' ' Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ANAL, 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 R45996183 PL15-399_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 10:56:31 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-8_wPRrehVISDpZzOAj8F6iNRgWxGlmfbQMzSYSyEzgU 10-10-0 1 1 1-2-0 'F2_40110-9-0 10-9-0 H0-9-0 10-9-0 ii 0-9-0 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 Nc.,T- 1/-\ /.\,2/\2/\2,/,\ /\ / / c', o , e , o \ /\ /\ / \ 9 9_ O e IA.. O' D V O- • e 'e O O P. 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5 = 3x5 = 3x6= 4x5= 3x4 = 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1p-9-141 1 20-2-0 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edget[18:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1379/0,3-4=-1379/0,4-5=-2483/0,5-6=2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=-3881/0,10-11=4177/0,11-12=-4177/0,12-13=-4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=-2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=-897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��_ci P R 0E�5 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. C,K GjN - 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 �N F� 02 be attached to walls at their outer ends or restrained by other means. i 87022PE ^3), OREGiN r15:3 ,..„44/ -p On 8 ER 1\ P\- S A. HE�� EXPIRES:06/30/2017 November 30,2015 . a a r=e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not jl La . I4U a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall. u building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ilek' - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,1758-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 _ Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15 399_UPPER F08 Floor 1 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 I D:zs2ygYHMYlt1_Z1 p9y1211 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMSl 6HlfOi?4vyEzgT 1 1-10-8 1 1),_11E1,411 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ^ .. N91 .- - _/ / -\ / \ / \ - / . .� �9 N e e e • 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 1 p-5-1 i 19-7-0 I 224-11 1 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],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=1485/0,10-11=1563/0,11-12=-1563/0,12-13=1268/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=751/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=756/0,20-22=0/959,20-23=1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. � .0 P R OFE. 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 '` LSCS' be attached to walls at their outer ends or restrained by other means. �� ����NE ;9 /O� 4)CAUTION,Do not erect truss backwards. (4 4 87022PE ry, / y "c�,, OREGO tis �4 9b0 BER \'`�Q. la A. HEC-k EXPIRES:06/30/2017 November 30,2015 B d od ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t 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 chordmembers only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 • ID:zs2ygYHMYItl_Z1 p9y1211yAg??-YZcY3thaoggogl izsshykL?ykjzsV6H26KB69nyEzgR ,o^ 10- ii 1-2-0 1 i 1 10-9-0 10-9-0[10-9-0 10-9-0 ii 0-9-0 10-9-0 1 Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4 = 3x4= 4x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0 r ... o 2o o o o m o 0 0 o o Ae o v: / /\ /\ /\ /\ /\ /N. i o o - 0 0\ /\ / \ / \ o e - 19 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5 = 3x6 FP=3x5 = 3x5= 3x5= 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4 = 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 10-0-121 1 20-4-13 13-5-12 0-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge),[18:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 . 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress!nor YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=-1397/0,4-5=2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=4267/0,11-12=4267/0,12-13=-4306/0, 13-14=4306/0,14-15=4116/0,15-16=4116/0,16-17=-4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=-2331/0,21-22=2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 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=0/603,8-3696/0,8-35=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. ��ED P R OFFS, 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 't S be attached to walls at their outer ends or restrained by other means. (��J �N�I hi �Q2 87022PE .ter 1 � •$, OREGON r?0 'p0OS�jB ER \'`�Q�- A- HET{ 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. ILA Design valid for use only with MiTek0 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 LI .. .building design. Bracing.indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary-and permanent brdcing •' • . iTek` 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/1P11 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 Symbols Numbering r PLATE LOCATION AND ORIENTATION 1 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 MEDimensions are in ft-in-sixteenths. Apply plates to both sides of truss Additional stability bracing for truss system,e.g. iliM and fully embed teeth. 1 2 3 1. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For ®-/16 wide truss spacing,individual lateral braces themselves Wmay require bracing,or alternative Tor i ILI,A1111 ::0, p bracing should be considered. 3. Neverexceedthe designloadingshown andnever -� stackmaterialsoninadequatelybracedtrusses.II 4. Provide copies of this truss design to the building C7-8 cb-� cs-6 designer,erection supervisor,property owner and For 4 x 2 orientation,locateBOTTOM CHORDS all other interested parties. p p y . plates 0- /U' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. �� by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. .."-- 15.Connections not shown are the responsibility of others. 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. reaction section indicates joint 1 i( number where bearings occur. 17.Install and load vertically unless indicated otherwise. rimMin size shown is for crushing only. I 1!......I 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with V project engineer before use. Industry Standards: gleaussimas mas"m1 • mil ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. ir -- Ili and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. e - ; BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate M I lem, Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ®INN Mislek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 11-2 5-1 5 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. Q' P PRQ NGIN /off 89200PE Vic' �- OREGQN rt 14,; 2-(),„.0-- _ , 011P.A.P.' 4510 November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1159) 386 5- 6=(-265) 1149 5- 3=(-41) 57 WEBS: 2x9 KDDF STAND LOADING 3- 4-(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. - TC UNIF LL( 50.0)+DL( 14.0)= 54.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"00. UON. TC UNIP 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)= 69.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC 5018. FOP. 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.01= 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 = -0.031" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.054" @ 9'- 2.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 1 ,( 1 . Design conforms to main windforce-resisting 5-11-11 3-04-10 5-09-11 system and components and cladding criteria. 1 73200 ,!7201# '1' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 v V 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00N 17 M-4x6 M-5x6 9.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. le SIN o 1.. 5 6 ** 4 I o M-3x9 M-3x4 M-1.5x3 M-3x4 0 1 ), 1 1 5-09-11 3-08-07 5-07-15 1 1D PROt. SS 15-02 `�`• :9200P �C'" JOB NAME : 3413-D POLYGON NW - Al ' i Scale: 0.3889 •" ailllik: WARNINGS: O. hRAe NOTES, unless se the ise er "7' OREGON Z'�4., 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is loran Individual ' Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper `w• A 2.254 compression web bradng must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. :A r: O`, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et Q '� e �. - ;' 2 o.c.and al 10'o.c.respectively unless braced throughout their length by '(�� Is the responsibility of the erector.A lllty of permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywali(BC). �`L'7 A It-V.' . DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown•+ • f�I^1 1 SEQ.: K 15 612 9 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. cc r��y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it .�(]t P(R E t�: 1 / 1/GV • necessary. /� 15 fabdcation,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 forth by S.Plates shall be located on both faces of truss.and placed so their center TPIANTCA in SCSI,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 1g.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-576) 204 6-5=(-122) 533 6-3=(-127) 395 WEBS: 2x4 KDDF STAND . 3-4=(-576) 204 6-4=(-200) 195 LOADING 4-5=(-759) 228 TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -85/ 637V -125/ 125H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" 7-07 7-07 4 f f MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" II MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 T T T T T 12 12 Design conforms to main windforce-resisting HM-4X4system and components and cladding criteria. 9.00 7 Q 9.00 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1p11 load duration factor=1.6, �� Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 2 III,. 9 0 0 1** 6 ** 5 1 o M-3x4 M-3x8 M-3x4 0 •y 7-07 7-07 k y � 10PROF•..• s 15-02 N• 1 N,r 19 , ..1„ C ' •89200PE v" •, JOB NAME : 3413-D POLYGON NW - A2 Scale: 0.3509 WARNINGS: GENERAL NOTES, unless otherwise noted: iii ,/''� /'��^"�}� 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 -7' ,.y O R EG Q I .A Truss: A2 'and Wamings before construction commences. building component.Applicability of design parameters and proper • ♦ . 2.2s4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ..b.' � ��: i 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � ' Is the responsibility of the erector.Additional permanent bracing of 2'o.ntin and at 10'o.chin respectively unless braced throughout their length). - �(_ cxntinuous sheathing such l b plywood re aired Ing(TC)and/or drywell(Bc). �f rt'1 I"']}�� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or Wteral bracing required where shown++ f 7�'}1 SEQ. : K15 612 9 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -- - fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D: LINK design Wads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXP I R E 5:.12/31/2 01 5 necessary. J{ �,j fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3� n 1 c 6.This design Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center ,2V I J TPIM?CA 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(11 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 BC: 2x6 KDDF #1&BTR SPACED 24.0" D.C. 2-3=( -191) 207 5-6=(-298) 1065 2-6=(-1438) 375 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=( -197) 180 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) ++ For hanger specs. - See approved plans LL = 25 PIF Ground Snow (Pg) 6'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0,354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6,5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 12 I Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 - load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x6 0 0 o Al nn ot- ® ®AI 0 M-3x4 M-3x8 M-4x6 y ,o,l210# n,637# yr PR ,•C?` � �,fi� �� Ids • 89200PE �"" JOB NAME : 3413-D POLYGON NW - AGIRD 41'i'" '� Scale: 0.9369 + At ��:!p WARNINGS: GENERAL NOTES, unless on the ise parameters .OREG(.N Zi' 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran individual �d/✓ Truss: AGIRD and Wamings before construction commences. building component.Applicability of design parameters and proper f` 2.2x4 compression web bradng must be installed where shown+. incorporation of component la the respa slblllty of the building designer. :'� r^7 O - 2.Design assumes the top and bottom chords to be laterally braced et• 4G 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c,respectively unless braced throughout their length by A.r - 1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such ea plywood sheathing(TC)and/or drywall(BC). aV� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �RIL\-: SEQ. : K 15 612 9 5 4,No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component, and are for"dry condition"of use. 5.CampuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supporta shove.Shim or wedge If EXPIRES: 12/31/20 1.5 necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, November 30 20 1 5 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on bath faces of truss,and placed so their center I tl , TPIANTCA 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 7.6.6(10-E 10.Far 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1.&BTR SPACED 24.0" O.C. 2-3=(-53) 50 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" f - o MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 -,i system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=1.6, 0 Truss designed for wind loads ,o in the plane of the truss only. 0 I 0 o ,,r- 0 1 M-3x4 J, y l 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 k� � P R S ' 892O0PE ;r. JOB NAME : 3413-D POLYGON NW - AJ1 liiIIIP ,/� --. Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted: ��� NJ� '4.C. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Ie for an individual Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing muss be Installed where shown+, incorporation of component Is the responsibility of the building designer. • /` 2.Design assumes the top and bottom chords to be laterally braced at . P 3.Additional temporary bracing to Insure stability during construction `T- -" Is the responsibility or the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by )��q�rj --- 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++ f (1 L SEQ. : K15 612 9 6 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design aesumes busses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition'o1 use. Jr�(� • .CompuTrus has no control over and assumes no responsibility for the necessary. {6.Design assumes full bearing at all supports shown.Shim or wedge If 5EXPIRES. :I /31/L 0 . fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. C 6.This design is furnished subJect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,20�15 1 TPI/WTCA 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,InciCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL{ 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/IBD 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" 3-11-11 ( MAX MAX TPLANCL DEFL - 00.00200" @ 02'- 02.02" Alw = 00.20 " MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" • 9 00 3 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" -, Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=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 theplane of the truss only. 0 I r1 /- •M-3x9 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 PppR • t(, • •cc8 92 00 PE v'" JOB NAME : 3413-D POLYGON NW - AJ2 Scale: 0.5814 • WA1.Builder GENERAL gnNOTES,is unless otherwisentheparameters .;j O R EGLJN 1.Builder and erection contractor should be advised of a9 General Notes 1.This design is based only upon the parameters shown and Is for an Individual ' �(:41' I Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper A >+ 2.2x4 compression web bradng must be Installed where shorn+. Incorporation of component la 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 et T c.c.and at 10'o.c.respectively unless braced throughout their length byIs the responsibility of the erector.Additional permanent bracing of continuous sheathing such ea plywood sheathing(TC)and/or drywail(BC). G R L v. 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. : Ki5 612 9 7 4,No load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor, fasteners aro complete and at no time should any beds greeter than 5.Design assumes trusses are to be used In enon-corrosive environment, TRANS ID• LINK design bads be applied to any component. end are for"dry condllion"of use. 5.CompuTrue has no control over and assumes no responsiblln for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2015 . necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, November 3�2015 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 I`I r TPDWTCA In SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./Compulros Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAS 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3432 3-10=( -89) 317 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=1-4549) 913 10-11=(-798) 4408 10- 4=( -254) 1451 BC: 2x6 KDDF #1&13TR 3- 4=(-4451) 924 11-12=(-663) 3827 10- 5=1-1361) 301 WEBS: 2x4 KDDF STAND LOADING 4- 5=1-3540) 778 12-13=(-663) 3827 5-11=1 -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-4424) 968 13- 9=1-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2555) 552 12- 6=( 0) 136 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=1-1949) 439 B- 9=(-3379) 650 7-13=( -290) 1574 LL = 25 PSF Ground Snow (Pg) 13- 8=( -121) 208 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ B'- 0.0" 0'- 0.0" -678/ 3376V -137/ 144H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Cu For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR DH PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.B" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 11-06-10 7-11-11 ,' ' Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3-11-12 3-11-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .! load duration factor=l.6, 598# Truss designed for wind loads 12 12 in the plane of the truss only. M-4x8 M-4x8 9.00 v. M-3x6 M-4x8 J([����\i\ Q 9.00 .101/956 V \ 1. T2 M-1.5x3 M-1.5x3 0 0 1 -�" Mg -- '0 "MI 10,1 �( 10 11 'I 12 13 **9 0 CD M-3x10 M-3x8 0.25" M-1.5x3 M-3x10 M-3x8 0 M-7x8(5) 1440# �y �� P R/'� y 7-06-09 y 4-11-03 2-08-04 y 4-09-07 y 7-06-09 y .'<('`` �� �-619 1-00 27-06 9200PE r"` JOB NAME : 3413-D POLYGON NW - B1 r.. Scale: 0.2244 . WARNINGS: GENERAL NOTES, unless otherwise noted: 0. Cr./ 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 Cr Individual . 77', .01:1-E00 N y)- 1.4/.- Truss: -' Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1�` 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. /0 :''� (2-(N -}Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at L.- '(a) K.'". is the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by N continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..1.7&-R R I( \ v DATE: 11/30/2015 Sre overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. 1r SEQ.: K1561298 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners am complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition'of use. 5.CompuTrus hen no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES• 12/31/201-5 necessary, A, fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November oven,.�be r 30rl0 1 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 r G TPI WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc,/CompuTrus Software 7,6,6(1L)-E 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 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 699 5-2=( 0) 280 4-7=(-1156) 226 BC: 2x6 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-662) 196 5-6=(-156) 688 2-6=(-276) 128 WEBS: 2x9 KDDF STAND 3-4=(-488) 138 6-7=( -72) 116 6-3=( -52) 288 LOADING 6-4=(-224) 1179 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 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 169H 5.50" 1.18 ROOF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 9.89 NODE ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7:- 6.0" 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. -/,'"- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,'"- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.009" @ 5'- 10.9" Allowed = 0.359" nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.012" @ 5:- 10.9" Allowed = 0.472" X9"�J oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vx1 9" oc in 2 rows) throughout 2r.6 bottom chords, MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2r.9 webs. MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" ** For hanger specs. - See approved plans 6-02-11 1-09-05 1' 1' 1' Design conforms to main windforce-resisting 3-03-13 2-10-14 1-09-05 system and components and cladding criteria. f f f A Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 9.00 7 load duration factor=l.6, 3 M-3x4 End vertical(s) are exposed to wind, 4 Truss designed for wind loads 10in the plane of the truss only. RIM 1,4_3.4 II o I Si co 0 c @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. o All IllikilliNklaillii 1�� 5 6 * 7 o M-3x4 M-1.5x3 M-6x8 M-3x8 . y n,121# ,s5,63,1,71# 7233,l0# 3-02-01 2-08-13 2-01-01 0-"'- PRy 8-00 '.,<C. IPV�E Ss $92O PE c- JOB NAME : 3413-D POLYGON NW - BGIRD ` Scale: 0.3864 /.�M ""'"" Lw Cc, ! WARNINGS: GENERAL NOTES, unless olherwlae noted: ��,�� � '�./ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran Individual t, . Truss: BGIRD end Warnings before construction commences. building component.Applicability of design parameters and proper 'i! •• A.V` As 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. , 2�As As 4. 2.Design assumes the top and bottom chords to be laterally braced al ,� [;. 3.Additional temporary bracing to insure stability during construction V '.�' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respeciNely unless braced throughout their length by continuous sheen-ling such as plywoodaired sheathing(TC)and/or drywall(BC). �! 'l R k` DATE: 11/30/2015 the overall structure Is the responeibllity of the balding designer. 3.Dr Impact bridging or lateral bradng required where shown** /� 1 L SEQ. : KJ.5 612 9 9 4,No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS S I D" LINK design bads be applied to any component. and are for"dry condition"of use. 12/31/2015 r� r�(� = 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or Wedge If EXPIRES: 12/31/201 5 necessary. fabrlcatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November V ovem be J r r?O r�O 1 C 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both feces of truss,and placed so their center r L J TPI1WICA 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,InciCompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -429) 1890 19- 8=( -207) 891 2x6 KDDF #1&BTR T2 2- 3=(-7419) 2116 13-14=(-1460) 5201 3-14=( -816) 175 8-20=(-1956) 836 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5640) 1758 14-15=(-1308) 4472 14- 4=( -13) 389 9-20=( -462) 1832 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=( -126) 251 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1466 16-18=( -67) 201 15- 5=( -466) 1971 2x4 KDDF #1&BTR B TC OBIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5948) 2163 18-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 452 TC LATERAL SUPPORT 0= 12"0C. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 146 BC LATERAL SUPPORT 0= 12"00. UON. 9-10=(-4779) 1564 17-18=(-1725) 5314 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4869) 1558 17- 7=( -270) 659 TC CONC LL( 466.7)+oL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 18- 7=( -399) 374 NOTE: 2x4 BRACING AT 24"00 UON. FOR 7-19=( -932) 360 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 1' f f 1' Design conforms to main windforce-resisting 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 3-11-15 system and components and cladding criteria. T f f597.30# ' ' f 1597.30# 1' 12 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x10 M-5x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 p 5 =M-6x6 M-3x8 =M-4x45 M-44x4 9 a 9.00 load duration factor=1.6, T2 44, Truss designed for wind loads in the plane of the truss only. M-3x9 4 + M-1.5x3 M-3x8 A 3 ��TM-5x12 B ? 13 14 15 I 17' . 1 o 1I M-7x8 M-3x4 M-4x10 16 18 h9 20 1 2 0 0 0 M-1.5x3 M-4x12 0.25 M-3x10 M-3x10 01 M-3x4+ M-7x10 M-7x8(S) 0 3.75 M-3x4+ 12 y y y y y y y ..D pRO J' y-05-082-05-112-07-07 5-10-03 y 4-11-08 3-11-11 4-01-07 7-06-09 y y '<('''' � _ 5L�. 1-0U-05-08 10-09-08 20-09 1-00 \ '`v '�, 34-00 89200P c,. JOB NAME : 3413-D POLYGON NW - Cl ``` ,/ : Scale: 0.1604 WARNINGS: GENERAL NOTES, unless otherwise noted: ['� I�' 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 ',->' ORE G OI y 1., :1 4,- Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper..�.' 'J -.t,&" ''` . 2.2o4 compression web bracing must be Installed where shown*, Incorporation of component is the responsibility of the building designer. -"1 '2-Q`'' O . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q C#.., n {� -,% Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by • /p 1, --- continuous sheathing such as plywood sheathing(TO)and/or drywafl(BC). _ 't7' ("')i t L_ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.D Impact bridging or lateral bracing required where shown+.1. (']R 4 SEQ. : K1561301 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any 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.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shaven.Shim or wedge if EXPIRES: 12/31/2015 necessary, fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November V ovem ber 302015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7,6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ 0H 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" 9 5'- 10.9" 12 ', Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ALN Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o � 0 M-3x4 1-00 6-00 9,0) P R O 4 IPROVIDE FULL BEARING;Jts:2,4,3 I S 89200PE v"" JOB NAME : 3413-D POLYGON NW - AJ3 • Scale: 0.4979 41111PIP (y•.. WARNINGS: GENERAL NOTES, unless otherwise noted: ,(%''��['� /'�/ +y, . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shaman and Ia for an individual - L,JR EtlON Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7. ONV` • 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. f - 2.Design assumes the top and bottom chords to be laterally braced at G� ' 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by � : 14s- }� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 L7� v , 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ RIO- DATE: S E Q. : K15 613 0 2 4,No bad should be applied to any component until after all bracing and 4.Installallon of truss Is the responsibility of the respedNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component, end are far'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2 01 5 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November y ovem be�3020�J G 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6,6)1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-198) 177 3-4=( -94) 36 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS`. 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -d MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.459" `) MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed - 0.689" 0 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.00 177 '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '--i Truss designed for wind loads 0 1 in the plane of the truss only. 0 0 1 0 I 0 1 M-3x9 J' 1-00 y 6-00 y 1-05-15 -•:<(-•',. ` Q PRQ/ [PROVIDE FULL BEARING;Jts:2,5,3,9 I 1NE.• . ,: •�.,....89200PE JOB NAME : 3413-D POLYGON NW - AJ4 �/'' ,,- scale: 0.4704/- ..:,'''.. , •J -/'y... WARNINGS: GENERAL NOTES, unless otherwise noted: �"-'+"�'lit . ('y gyp I �L, 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 \ 77 ,/ OREGON -' Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper rllt •�� 2.2x4 compression web bracing must be Installed where shown t. Incorporation of component Is the responsibility of the building designer. ).r O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chards to be laterally braced at _-.O '� .S 2'5.0.and at 10'o.c.respectively unless braced throughout their length by /��},,+�' - ` Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 1' "R R ♦y �,. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.D�Impact bridging or lateral bracing required where shown t t 1w SEQ. : K 15 613 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - - - fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2015. necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30 2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November ,L TPIAVICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 8-17=(-132) 673 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 WEBS: 2x9 KDDF STAND 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 LOADING 4- 5=(-1831) 493 14-16=( -9) 60 13- S=(-191) 831 TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 495 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1662) 508 17-10=(-317) 1430 6-15=( -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 14-15=( 0) 90 8- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"0C LION. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 16- 7=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-17=(-503) 166 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL =- 0.059" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" I 1' I 1' 2-07-04 3-06-05 3-10-02 3-03-05 5-05-11 5-03-10 4-10-11 5-01 >( ' T ,( >( .' f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 M-9x6 9.00 7 5 M-3x4 M-3x8 7:19.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f r..: load duration factor=1.6, Truss designed for wind loads M-3X4 in the plane of the truss only. M-1.5x3 +. M-1.5x3 o M-3x6 �„ .__ a .111111111111".111" o 1 1? 13 I i5,7....--____1,4 - s\ I M-3x8 0 17 =‘1: 1 o oI M-5x10 1 M-1.5x3 0.25}'° M-3x8 M-3x6 0 , o M-3x4+ o M-5x8 -M-6x6(5) a 3.75 M-3x4+ 12 l l l l l l l 9,0 PR PR. OFe2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 " ,� N - �0l l l l l ' Cj .N � i 1-02-05-08 10-09-08 20-09 1-00 ,.•c:;"" , . pyQ ,xr,• "34-00 •89200PE c JOB NAME : 3413-D POLYGON NW - C2 Scale: 0.1604 WARNINGS: GENERAL NOTES, unless otherwlse noted 110 ('� /'�n 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 en Individual ,y OREGON '4 j Truss: C2 and Warnings before construction commences, building component.Applicability of design parameters and proper '( V` 2.2x4 compression web bracing must be Installed where shown s. incorporation of component Is the responsibility of the building designer. '.1 tr r'7 O� 2 Design assumes the top and bottom chords to be laterally braced at r L • 3.Additional temporary bracing to insure stability during construction 7 o.c.and al 10'a.c.respectively unless braced throughout(heir length by - . " Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheafhing(TC)andlor drywall(BC). "/�R A I 1 -: DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.ac Impact bridging or lateral bracing required where shown♦.. f L. SEQ. : K 15 613 0 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads 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. �( p e 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If- EXPIRES: 12/31/2015 necessa, fabrication,handling.shipment and Installation o1 components. 7.Design assumes adequate drainage is provided. November OVem L,e r 30 r]0�C 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I tl {J r L J TPIAWCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2157 14- 3=( 0) 331 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2846) 727 14-15=(-381) 1629 14- 4=(-150) 618 WEBS: 2x4 KDDF STAND 3- 4=(-2569) 758 15-17-(-359) 1664 4-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=( -14) 60 15- 5=(-216) 831 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) 0) 0 18-19=(-353) 1601 15- 7=(-534) 204 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1411) 534 19-12=(-401) 1930 7-17=) -13) 239 TOTAL LOAD = 42.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 8-10=)-1298) 511 17-16=(-339) 1550 NOTE: 2x9 BRACING AT 24"01 UON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=( 0) 0 17- 8=( -63) 144 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1718) 577 18- 8=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=)-1940) 591 8-19=(-512) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 68 10-19=(-143) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ' 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 RODE ( 625) 39'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654"• 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 9.7" Allowed = 2.206" / MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" '' '1' '1' I MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" . I2-07-093-06-05 3-08-01 2-0Z-03-05 5-05-11 • 3-03-10 2-02 4-08-11 5-01 A /1 i 'f '1' '1 '1 ' 1 '1 '( I MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 10-00 A 10-00 ` MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" A f 6 9 I • 12 M-4x6 12 M-4x 6 Design conforms to main windforce-resisting 9.007 5 M-3x9 M-63x8 o 9.00 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, Dir), M-3x4 load duration factor=l.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. +' + 1 M-1.5x3 3 M-3x6 o ` r"e. »+ v 10OZ i-r o I J'`la is 17$ m .0 �. � M-3x8 3 of M-5x10 M-115x3 0.25 w M-3x8 M-3x6 1 0 M-3x4+ M-5x8 -M-6x6(5) a 3.75 M-3x4+ 12 2-05=08y 7-02-07 y 3-08-13 y 5-02-03 5-09-03 9-07-15 y ':�",.:.: pR�Q. FSsy )' y y c GI N.lr"' /'1-02 05-08 l0-o9=08 zo-09 -oo � -34-00 200P EJOB NAME : 3413-D POLYGON NW - C3 rte'Scale: 0.1609 �- /C.WARNINGS: GENERAL NOTES, unless otherwise noted: 0 '�[a J 1.Builder and erection oontrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual . � • � EG()N *, . 4;' "Truss: C3 end Warnings before construction commences. bullding component.Applicability of design parameters and proper `( V�2.2c4 compression web bracing must be Installed where shown+. Incorporallan of component Is the responsibility of the bullding designer. /� ry O � 2.Design assumes the top and bottom chords to be laterally braced et _ -G (� 3.Additional temporary bracing to Insure elabilfty during construction Z o.c.and at 10'o.c.respectively unless braced throughout their length by 41' '' I,� r_ Is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 1' LS']['� DATE: 11/30/2015 the overall structure la the responsibility of the balding designer. 3.2x Impact bridging or lateral bracing required where shown+* ui FR 1 V\,. ' SEQ. : K 15 613 0 6 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsiblfty 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, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.d srus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, November 17 J 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I V r TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9,Digits indicate size of plate in Inches. MiTek USA,Inc.dCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 10-11=(-210) 1514 3-11=(-476) 245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 458 11-12=(-140) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1084) 434 12-13=(-240) 1442 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1084) 434 13- 8=(-239) 1444 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-476) 245 8- 9=( 0) 68 7-13=( 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 . T '(. f '( Design conforms to main windforce-resisting 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 7-02-12 system and components and cladding criteria. T T T T T T T 12 12 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 17 4 M-3x4 9.00 load duration factor=l.6, 5 �\ Truss designed for wind loads -- in .the plane of the truss only. M-3x9 M-3x9 3 O O q, /I AA AA + YV' I I -3x5 M-1.1 10 10.25" 0.25• '2 M-115x3 M-3x5 ,,,,,1 M-5x8(S) M-5x8(5) ��� � PRQFSs .1' y ,1 ,i y ca ‘,\G I N. h / 7-01 6-06-15 6-08-03 6-06-15 7-01 - `T ' - 1-00 34-00 1-00 .4t", " �-' 89200PE JOB NAME : 3413-1D POLYGON NW - C4 Scale: 0.1602 Ailr -/'y WARNINGS: GENERAL NOTES, unless otherwise noted: OI � OI V 'vL,. 1 • 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 1>� - Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper ' ! • 7r /�„ 2,204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. /6 X14 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et • 4 7 o.c.and at 10'c.c.respectively unless braced throughout their length by ' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BG). [[`-�. ] \i DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown++ r i R SEQ.: K 15 613 0 7 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 loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November Novem30 20 rJ 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 IJ 30, 2015 in BCSI,copies of which colli be furnished upon request. lines coincide with joint center lines. S.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 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=( 0) 294 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 527 12-13=(-314) 1520 3-13=(-475) 232 WEBS: 2x4 KDDF STAND 3- 4-(-1502) 569 13-19=(-183) 1199 13- 4=(-181) 567 LOADING 4- 5=( 0) 0 14-15=(-3.34) 1942 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. 005. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1089) 516 15-10=(-333) 1994 6-14=(-198) 125 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PIP 6- 8=(-1084) 516 8-14=(-181) 566 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-476) 232 8- 9=(-1502) 569 9-15=( 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 15-11-11 2-00-10 15-11-11 A 1 ' ' '1 MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" 7-02-12 A 6-06-15 2-02-RD-A06-A02-02 6-06-15 7-02-12 / MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 14-00 f f 5 7 T f Design conforms to main windforce-resisting 12 M-4x6 NM-4x6 12system and components and cladding criteria. 9.001:77 q M-6x4Q 9.00 Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, fir• - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads M-5X8(S) M-5X8(S) in the plane of the truss only." .25" tsso 3 J 0 0 I �. ii' iris ._• 74, 1 p 12 13 14 15 t: -- I I -3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 �1 0 M-5x8(S) M-5x8(S) 0 [ ) PROS• 7-01 6-06-15 6-08-03 6-06-15 7-01 '9 et ,6 ,6 * * 1-00 34-00 1-00 =920O.PE i JOB NAME : 3413-D POLYGON NW - C5 '` „ Scale: 0.1602 tom. WARNINGS: GENERAL NOTES, unless otherwise noted: `\Ill ��� ��1.Builder and erection canirador should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual t�� Truss: CS and Warnings before construction commences. building component.Applicability of design parameters and proper . ! O\V` '`:., 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. /'r 1'4 2.Design assumes the top and bottom chords to be laterally braced at /� Qy 3.Additional temporary bracing to Insure stability during construction 4 446'. `T T �j'- Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by �sj'-/;f' continuous sheathing such as plywood sheathing(TC)andlor drywsll(BC). /Z ("'� r '-. • DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ J� 1� SEQ. : K15 613 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any 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. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES:12/31/20 1.5 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November ovem be r 30 2n+l G 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center I J , L I J TPUWTCA in BCSI,copies of which will be furnished upon request. lines coindde with Joint center lines. 9,Digits Indicate size of plate in Inches. MiTek USA,Inc./Compulros Software 7.6.7(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 . TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-296) 209 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1946) 912 10-11=(-153) 1379 10- 9=) -60) 472 WEBS: 2x9 KDDF STAND 3- 4=(-1748) 960 11-12=(-153) 1259 9-11=(-615) 269 LOADING 9- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. (ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 269 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD = 92.0 PSF 7- 8=(-1946) 412 12- 7=(-296) 209 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LI. = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORN BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.074" @ 17'- 0,0" Allowed = 1.654" MAX TL CREEP DEFL = -0.198" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" ' MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6,5" '' '1' 1' '1 T '1' '1' MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 7 'J 9.00 4.0" Design conforms to main windforce-resisting • 5 ,f,( system and components and cladding criteria. ii Wind: 190 mph, h=25.6ft, TCUL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5x6(S) load duration factor=1.6, Truss designed for wind loads 0.25" 0 25�� in the plane of the truss only. 4 14-1.5x3111r11/41 M-1.5x3 3 7 Aill . Alli Alli6 O O ,i - PIA! " +v • -r, O 1 l0 11 12 I I -3x5 M-3x4 0.25" M-3x4 M-3x5 I c M-5x8(S) • ��``�`D •PJn l• 2S.O 8-08-03 8-03-13 8-03-13 8-08-03 �G' .,. • 'C2, , y )' J' 1-00 34-00 1-00 . ' •89200PE c" JOB NAME : 3413-D POLYGON NW - C6 41 '41111.°°° !!!Y7. Scale: 0.1602 - WARNINGS: GENERAL NOTES, unless otherwise noted: ,('� /^��y 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 EG ON y�. , Truss: C 6 and Warninga before construction commences. building component.Applicability of design parameters and proper 2.2x4 compraealon web bracing must be Installed where shown n. Incorporation of component Is the responsibility of the building designer. '*6 ''1}r; i 4 2.Design assumes the top and bottom chords to be laterally braced alO. (� 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10 o.c.respectively unless braced throughout their length by - -i ' C_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ RI�� . SEQ. : K 15 613 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. November r 3�201J 5 8.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• l V , TPIM?CA In BC81,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,InE./CompuTrus Software 7.6,6(1 )-E 10.For basic connector plate design values see ESR-1311,ESR-19193(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #i1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 66 2-12=(-389) 1516 3-12=(-210) 186 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1942) 606 12-13=(-407) 1700 12- 4=(-137) 669 WEBS: 2x4 KDDF STAND 3- 4-(-1720) 593 13-14=1-407) 1700 12- 6=(-611) 212 LOADING 4- 5=( 0) 0 14-10=(-418) 1432 13- 6=( 0) 343 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1302) 524 6-14=1-605) 197 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1312) 528 8-14=(-125) 665 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-209) 176 8- 9=(-1720) 604 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=(-1942) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 f 1' f Design conforms to main windforce-resisting 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 system and components and cladding criteria. T T 1' T ' T T T T 10-00 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,f f ,r ,f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 12 load duration factor=1.6, M-4x 6 End vertical(s) are exposed to wind, 9.00 M-4x6 N 9.00 Truss designed for wind loads 4 M-3x8 in the plane of the truss only. 6 L ewe M-1.5x3 M-1.5x3 • 3 -F. + • O o 1 El T12 1 o 13 i I -3x5 M-3x8 0.25" M-3x8 M-3x5 T1+ �i o M-5x6(S) PR� 9-07-15 7-04-01 7-04-01 9-07-15 SN, - 1-00 34-00 1-00 _ • 8g200PE JOB NAME : 3413-D POLYGON NW - C7 Scale: 0.1602 a . WARNBuilder GENERAL NOTES, unless otherwise parameters noted: 74 l OfR EGO N -.44./.,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual J Truss: C7 and Warnings before construction commences. building component.Appllcabiltty of design parameters and proper 2.2.4 compression web bracing most be Installed where shorn+. incorporation of component Is the responsibility of the building designer. 4y_ t} +.+�,, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �O. 4 S C-�O �l Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by --- '(� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). FR FR`IA- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ I��I l 1 SEQ. : K 15 61310 4.No load should be applied to any component until after all bradng and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ins non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. end are for-dry condition"of use. N.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge 11 EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November A' l oveme r b302015 6.This design Is furnished subject to the Ilmttatlons set forth by 8.Plates shag be located on both faces of truss,and placed so their center r TPINVTCA 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 7.6.7(1L)-E 11.For basic connector plate design values see ESR-1311,ESR-1988(MITek) ' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-291) 1505 3-11=(-219) 211 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=(-1942) 492 11-12=(-274) 1698 11- 4=(-122) 659 WEBS: 2x4 ROOF STAND 3- 4=(-1720) 474 12-13=(-274) 1698 11- 5=(-596) 183 LOADING 4- 5=(-1300) 440 13- 9=(-339) 1432 12- 5=( 0) 343 TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1301) 453 5-13=(-594) 162 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=(-106) 658 TOTAL LOAD = 42.0 PSF 7- 8=(-1720) 494 13- 8=(-218) 199 B- 9=(-1942) 510 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pq) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -240/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 T T T T 5-01 4-10-11 7-00-05 6-02-05 1-00 4-08-11 5-01 Design conforms to main windforce-resisting f f f I 1 1 f ' system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 6 M-4x6 12 load duration factor=1.6, M-3x8 _ End vertical(s) are exposed to wind, 9.00 4 5 Q 9.00 Truss designed for wind loads 0 re4 N153 in the plane of the truss only. M-1.5x3 O p •-i r-1 0 1 11 12 ' 13 0 0 • I M-3x5 M-3x8 0.25" M-3x8 M-3x5 0 M-5x6(S) l D PROp4 y 9 07=15 y 7-04-01 y 7-09 01 y 9-07-15 y r>,..) 4 GI�'e �4.%-i /d 1-00 34-00 1-00 0920.Vf E �� JOB NAME : 3413-D POLYGON NW - C8 -0!..e...... Scale: 0.1852 _ WARNINGS: GENERAL NOTES, unless othe rvAse noted: • /'� rc 1.Builder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and Is for an Individual ,�7' OREGON }�, Truss: C8 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. �'! ,- �r; ry O ' 2.Design assumes the top and bottom chords to be laterally braced at G �1 3.Addttlonal temporary bracing to insure stability during construction 2'o.c.end at 10'o.n.respectively unless braced Throughout their length by - - t Y��•' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). �`' ]{t v DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shaven 4.0 ,F 1 1 1 1=� SEQ.: K 15 61311 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 need in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. r�/]{ r7(} 5.CompuTrue has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shaven.Shim or wedge If EXPIRES:i 4 2/31/201 5 necessary. fabrication,handling,shipment end Installation of components. 7.Desige assumes adequate drainage Is provided. p I ovem be r 302015 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces or truss,and placed so their center I V , TPI1WTCA In SCSI,copies of which will be furnished upon request. lines coincide with iolnt center lines. 9.Digits indicate size of plate in inches. . MiTek USA,Inc./CompuTrus Software 7.6.7(11_)-E 10,For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-3056) 519 14-15=(-282) 2309 14- 4=( -108) 46 WEBS: 2x9 KDDF STAND 3- 4=(-2942) 518 15-16=(-544) 3689 4-15=( -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4966 15- 5=( -224) 1259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 ?SF 5- 6=(-2318) 460 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 819 18-12=(-954) 4966 6-16=( -196) 1030 TOTAL LOAD = 42.0 POE 7- 9=(-4666) 1026 16- 7=( -724) 286 8- 9=( 0) 0 7-17=( -418) 766 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2119 ALL FLAT TOP CHORD AREAS NOT SHEATHED• ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 34'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 418 11-12=(-6616) 1366 10-18=) -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=) 0) 68 18-11=( -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+tL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:2,9,6-7,10,19 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -393/ 2259V -157/ 157H 5.50" 3.61 KDDF ( 625) 34'- 0.0" -990/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) ter' ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: X9"�l oc in 1 row(s) throughout 2x4 top chords, j\ 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 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" 0 -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.069" @ 20'- 0.8" Allowed = 1.659" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" 0 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 T T T T 3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-8803-073-01-06 3-04-14 Design conforms to main windforce-resisting f ' f 1 .( ,( ( ' ,( f ' system and components and cladding criteria. ,( 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �y598# 9' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 8 V M-4x6 12 load duration factor=1.6, 9 QO17 5 End vertical(s) are exposed to wind, 6 7 N9.00 Truss designed for wind loads 4' '� N -i5x3i5x3 the plane of the truss only+ 3 1 0 0 1 14 15 1 117 18 3 0 of M-3x8 �.25" M-3x8 aM 8 o y"'- M-7x8(S) M-7x8 P J, y y y , b�3025# y "�� - S�, y y 6-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 y y .c.',... '9 Q, 1-00 34-00 1-00 • '� . 89200PE •�vc. • . JOB NAME : 3413-D POLYGON NW - C9 "'I • / Scale: 0.1834 'ti.! 'r[ ,WARNINGS:Builder O.This design Is unless otherwise pa mete; ' . .OR E.GO.N 4 1,Builder and erection contractor should be advised of all General Notes 1.This dealgn Is based only upon the parameters shown and Is for an Individual Truss: C9 and Warnings before construction commences, building component.Applicability of design parameters and proper ,�r� 2.2x4 compression web bracing mus(be InaI lad where shovm+. Incorporation of component Is the responsibility of the building designer. < ;"7 Y. 2.0• 2.Design assumes the lop and bottom chords to be laterally braced al `/�' /] • 3.Additional temporary bracing to Insure stability during construction -Y `T+ �.� 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). R ��.. 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. : K 15 61312 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 assumes trusses are to be used Ina noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are far"dry condition"of use. p C 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXP I R ES: 12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center November 30,2 0.1 i 5 TPI/WTCA 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 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311.0012-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=1-47) 110 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=1-74) 163 5-3=( 0) 67 WEBS: 2x4 RODE STAND 3-4=( -28) 40 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" 0 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" I 1' MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 F77 4 -/ Design conforms to main windforce-resisting ° system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,.i load duration factor=1.6, O End vertical(s) are exposed to wind, p Truss designed for wind loads in the plane of the truss only. N 11! ...... O 1111 O 7 W 'i oM-1.5x4 CD of f 1,4E3x4 0 1 M-3x9 M-3x5 y y y 2-03-12 4-11-04 0-09 y 1-00 2-05-08 L y 8-00 5-06-08 ,• ^.) P' 0 SS [PROVIDE FULL BEARING;Jts:2,4,7 I . `}., N-' jy . °- 8920PE r'' JOB NAME . 3413-D POLYGON NW CJ2 yl �L/ t Scale: 0.5126 WARNINGS: GENERAL NOTES, unless otherwise noted: ,7 OREGON 4(/ I.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and le for en Individual Truss: C J2 end Warnings before construction commences. building component.Applicability of design parameters end proper /O ' 7 4 s 2-° �4 2.2x4 compression web bracing must be Installed where shorn+, Incorporation of component Is the responsibility of the balding designer. - - { 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at //w+. [,7 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by RIO- 2' continuous sheathing such es plywood sheathing(TC)and/or drywa9(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x'mood bridging or lateral bracing required where shown++ SEQ.: K 15 61313 4.No load should be applied to any component until after all bracing end 4.Installation of truss le the responsibility of the respective contractor. (� fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ate to be used In a noncorrosive environment, /`\P I R E12/31/2015 TRANS I D: LINK design bads be applied to any component. end are for"dry condition"of use. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANICA in BCS),copies of which will be furnishedupon request, lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF H1&BTR LOAD DURATION INCREASE = 1.1.5 1-2=( 01 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF Nl&BTR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x4 KDDF STAND 3-9=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 926V -55/ 1658 5.50" 0,68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. 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" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3,8" Allowed = 0.359" 1' MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" -, MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 07 ° MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. a, Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '-i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I no load duration factor=1.6, M-4x6 o End vertical(s) are exposed to wind, s , Truss designed for wind loads in the plane of the truss only. o IN o �I [ m no M-1.5x4 M13x4 0 0 M-3x4 M-3x5 y ,6 , 2-03-12 4-11-04 0-09 • y 1-00 y 2-05-08 8-00 5-06-08 y •�� �I P- S• � !PROVIDE FULL BEARIMG;Jts:2,4,7 I C~.• '�•• �N• � . ...- 89200PE,40411V000"......" JOB NAME : 3413-D POLYGON NW - CJ3 • Scale: 0.9686 ;walk.;=^ /'� /� Q`' WARNINGS: GENERAL NOTES, unless otherwise noted: 7"• j • . OREGON yam, 1.Builder end erection contractor should be advised of all General Notes 1.Thls design Is based only upon the parameters shown and Is for an Individual • ,, -'. V'' Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper O J' 1 4 s 2.0• ^ 2.254 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. _! C5 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at y/...� [•" Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by --R MIA- 2' sheathing such as plywood sheathIng(TC)and/or drywatt(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•• S E Q. : Ki5 61314 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ��(/ 1r''� TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. XPIRES: 2/31/2015 S.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIW1CA 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 7.6.7(10-Z 1R For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 6B 2-6-(-230) 310 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 2x9 KDDF STAND; 3-4=(-122) 92 3-7=(-482) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT 0= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift atspacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" f 4 MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 V Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, d Truss designed for wind loads in the plane of the truss only. co0 ul M-4x6 3 A r.. 5 g8 0 0 _� I I PliI_JIIIINIMII� r M-1.5x9 of 1 Mb3x4 c o M-3x4 M-3x5 y ), l ,l 2-03-12 4-11-04 0-09 �VS,0 PROF4' • y 1-00 y 2-05-08 y 8-00 5-06-08 y .,,, , 0, I N, 5� !PROVIDE FULL BEARING;Jts:2,7,4 I C 89200PE �" JOB . NAME : 3413-D POLYGON NW ...AO° . Scale: 0.3929 ' 4 ,t' ' WARNINGS: GENERAL NOTES, unless otherwise noted: ) .:- 17 -ORE.GON pt • 1 ., 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual I��'j L q �,,j"1 Truss: CJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper ' <0 7 . 14 2-Q : i[ 2.2x4 compression web bracing must be installed where shown*. incorporation of component Is the responsibility of the building designer, p _ - �.- -' 3.Additional temporary bracing to Insure arability during construction 2.Design assumes the top and bottom chords to be laterally braced at /1.1..,,, ..Is the responsibility of the erector.Additional permanent bracing of Y o,c.and at 10'c.c.respectively unless braced throughout their length by R."„�•. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the re sponsibllity of the Holding designer. 3.2x Impact bridging or lateral bracing required Cohere shown+4- SEQSEQ. : . : K 15 61315 4.No load should be applied to any component until after all bracing and 4.Installation of trues 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, TRANS ID: LINK deagnbedsbaeppledtoanycomponent. and are for"dry condition"of use. EXPIRES: 12/31/2015 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and inslaliatlon of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate elze of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 1B.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=1-185) 270 7-6=( 0) 18 BC: .2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=1-365) 71 6-8=(-283) 908 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 NSF Ground Snow (Pg) 0'- 0.0" -37/ 999V -93/ 263H 5.50" 0.72 RODE' ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.94 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 r 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 = 0.021" @ 2'- 4.4" Allowed = 0.359" MAX TL CREEP DEFL = -0.029" 0 2'- 3.8" Allowed = 0.472" I( MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 9 12 0Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d' load duration factor=l.6, I End vertical(s) are exposed to wind, CU Truss designed for wind loads in1theplane of the truss only. r M-4x6 3 4O IIIIIIIIIII......_ Ati_. d . _,... 1-1 MC F- M-1.5x4 �t 1 M-23x4 0l o M-3x4 M-3x5 l , ,6 2-03-12 4-11-04 0-09 y y y y - <( �1 • P• Q S,0 1-00 2-05-08 7-06-03 )' y �cCJ . . N. r-7:6:,. O•. 8-00 1-11-11 �,«. 'PROVIDE FULL BEARING;Jts:2,8,4,5 I . .4t . 89200P E' \ .. JOB NAME : 3413-D POLYGON NW - CJ5 Scale: 0.3317 'C:). ,, WARNINGS: GENERAL NOTES, unless otherwise noted: 0- �c N !v 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 f • �r '�• V.r Truss: C J5 and Wamings before construction commences. building component.Applicability of design parameters and proper • © `• 1 4 e � , 2.2x4 compression web bracing must be Installed where shown+, In corporetlon of component is the responeibllity 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 t -A - Is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'I3 R`L continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DAT E: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 61316 4.No load should be applied to any component until after all bracing and 4.Installation of trues 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 nam-corrosive environment, 12/31/2015 TRANS I D: LINK design bads be applied to any component, and are for"dry condition"of use, EXPIRES: 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPI0NTCA 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./CornpuTrus Software 7.6.7(11)-Z 10.For basic connector plate design values see ESR-1311.ESR•1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 68 2-7=(-167) 274 7-6=( 0) 18 BC: 2u4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-361) 68 6-8=(-256) 413 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-284) 245 3-8=(-426) 263 LOADING 4-5=(-102) 49 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+UL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 447V -112/ 3168 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5,50" 0.26 KDDF ( 625) ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11,7" -56/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -/ MAX LL DEFL = -0.020" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 F27 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the tuss only. A,,,/ 1.5x4 1 • 3x4x4 M 0 M-3x5 y y 2-03-12 4-11-04 0-09 -<-10-.) PROF ' ;1=00 2-05 08 y 9-06-03 y �6.�c� N,GIN°E s/6? 8-00 3-11-11 {Gt .Zt-..' 89200PE ,�v 'PROVIDE FULL BEARING,Jts:2,8,4,5 I _- - JOB NAME: 3413-D POLYGON NW - CJ6 Scale: 0.2919 VO 4-..,��)R �/)N �)f) WARNINGS: GENERAL NOTES, unless otherwise noted: f `R EG` bt 1 r- 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 en Individual d•+" f �{4e�`,4 Truss: CJ6 and Warnings before construction commences. building component,Applicability of design parameters and proper2t 2.2n4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /"O. S 0 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to bel laterally braced al Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectNely unless braced throughout their length by 'FiR 1�• �.. continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 61317 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respeclhe 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, and are for"dry condition"of use. R �.; 12131/x.015. 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 et all supports shown.Shim or wedge If November 30,2015 necessary. 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 5,Plates shall be located on both faces of truss,and placed so their center TPWITCA in SCSI,copies of which wig be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1905(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1) 76 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = • 42.0 POE 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 ROOF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" 9 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 F7 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. P o • 1 0 ZS X 4 1 M-3x4 y l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 pit°F�ss 89200PE JOB NAME : 3413-D POLYGON NW - J1 ,/''� Scale: 0.5751 57 WARNINGS: GENERAL NOTES, unyupotherwise,emee: OR,EGAN '3. i I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Bethe parameters shown and is for an individual • Truss: J1 and Wamings before construction commence.. building component.Applicability of design parameters and proper • .N 2.2x4 compression web bracing must be Installed where shown+, incorporetlon of component Is the responsibility of the building designer, • :'� 2� . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O\ L .r1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecthrely unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �]FR t t v DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ I Cl L Lr SEQ.: K 15 613 2 0 4.No load should be applied to any component until after all bracing and 4,Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTnn has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided, November 30 2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November IJ TPUWTCA in SCSI,copies of which win 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-1908(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 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 = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed = 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 177 3 Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. O � "- M-3x4 y 01 y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 D PR._ • 89200PE JOB NAME : 3413-D POLYGON NW - J2 Scale: 0.5501 WARNINGS:uiderG.This design unless upon thenvlee: (OREGON 1.Builder and emotion contractor should be advised of all General Notes 1.Thle deslgn Is based only upon the parameters shown and is for an individual }�. Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper O1\N`� 2.2x4 compression web bracing must be Installed where shown+. • Incorporation of component Is the responsibility of the building designer, f "v • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced el Q. • (� , Is the responsibility o}the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by V . continuous sheathing such as ptyarood sheathing(TC)andlor drywall(BC). 'I DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown*+ SEQ..: K 15 613 21 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 et no time should any bads greater than 5.Design assumes lenses 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 condition"of use. 5.CompuTrun has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. • fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November ove m be r 30 20 1 5 6.This design is furnished subject to the limitations set forth by B.Plates shall be looted on both faces of truss,and placed so their center l V , TPIONTCA in BCS),copies of which will be furnished upon request. Imes 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: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF lel&BTR SPACED 24.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) •LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 -1 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 �) 9.00 , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads �o in the plane of the truss only. /- o 1 M-3x9 4 y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 p • :49200RE , JOB NAME : 3413-D POLYGON NW - J3 Scale: 0.4979 ---- , WI. iN0.S: GENERAL NOdesign ab, unless o thepar mete: 10 4Z" 7 �REGC) 1.Builder and erection contractor should be advised of all General Notes I.This design le based only upon parameters shown and Is far an individual � Truss: J3 and Warnings before construction commences. balding component.Applicability of design parameters and proper J`� 2.2x4 compression web bracing must be Installed where shown+. incorporation of oo panent Is the responsibility of the building designer. /'� Y'41}r n O 2.Design assumes the top and bottom chords to be laterally braced al L 3.Additional temporary bracing to Insure stability during construction - _ 0' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by /p�,rj • , continuous sheathing such as plywood sheet whereC)and/or drywall(BC). - �! i DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3,2x Impact bridging or lateral bracing required shown++ L SEQ. : K 15 613 2 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, T RAN S I D' LINK design bads be applied to any component, and ere far"dry condition"of use, �/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EX f I RES:12/31/2015 . necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. November']/'1 201 G 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 November IJ 30,L J TPUWfCA In SCSI,copies of which all be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Inc.lCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 480V -74/ 2138 5.50" 0.77 NODE ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.624" ,r f MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed - 0.935" 3 - MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 0 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 V Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Lo 0 0 0 I II i 1/11111.1111111111 y • 1-00 e-00 y • D P R OFs • (PROVIDE FULL BEARING;Jts:2,4 3 C?� . . -'9 sr�y jr• l ` 89200PE JOB NAME : 3413-D POLYGON NW - J4411111111111,/� Scale: 0.4357 - - , 701111 - WARNINGS: GENERAL NOTES, unless otherwise noted: IIIIIP • R E l7 V 1 V t''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 en Individual / Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper L. ! A;� '\ 2.2x4 compression nab bradng must be Installed where shown+. incorporation of component Is the responsibility of the building designer, �!�. LO 2.Design assumes the lop and bottom chords to be laterally braced at 4 {.,� 3,Additional temporary bracing to Insure stability during construction 2'o.c,and N 10 o,c.respectively unless braced throughout their length by /p1,,� - s- ' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4/f`f'S j"] DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3,2x Impact bridging or lateral bracing required where shown«+ !�fl 1+ SEQ.: Ki5 613 2 3 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 noncorrosive environment, T RAN S I D" LINK design bads be applied to any component. end are for"dry condition"of use. �( i �]]{ +)j}i 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full be aring at all supports ahovm.Shim or wedge If -EXPIRES. 1 2/3 I/20 1 5 necessary. fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. November L 30015,7 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 r TPINVTCA In BIS).copies of which will be furnished upon request. Ones 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,NIB-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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-254) 236 3-4=(-132) 54 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I -, - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" • MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 129.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. li ,,,/ 3x4 y 1-00 y 8-00 y 1-11-11 y ,. .\t� ` � - C� �'s PROVIDE FULL BEARING;Jts;2,5,3,9 .� 8920.0PE ,c" , JOB NAME : 3413-D POLYGON NW - J5 „ore", Scale: 0.4026 ,...0 WARNINGS: GENERAL NOTES, unless otherwise noted: i c). OR I.IOI V tt 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 7 '\ �*. Truss: J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper jrV` 2.2x4 compression web bracing must be Installed where shown♦. incorporation of component Is the responsibility of the building designer. /'` r O 2.Design assumes the top end bottom chords to be laterally braced at >Cy 3,Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'a,c,respectively unless braced throughout their length by /p!A ' C! is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andior drywali(BC). "f/ [-7 A"I 1 �. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown+. !moi lr S E Q.: K1561324 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbllity of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design hada be applied to any component and are for"dry condition'of use. 5.CompuTrus bee no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ^' �' � necessary, EXPIRES: �+ 5 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November�3Q,20 15 6.This design Is furnished subject to the limitations set forth by • 8.Plates shall be located on both faces of truss,and placed so their center I V , TPIAwCA In BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.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-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR - SPACED 29.0" O.C. 2-3=(-322) 301 3-9=(-121) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) 00 TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 449V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting 3 system and components and cladding criteria. 9.00 1-77 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ,o in the plane of the truss only. 0 0 rn 0 I =� 5......._ M-3x4 y • y 8-00 y 3-11-11 y � D PROS `tsi l oo ,cco \yC11 N.L - . o 'PROVIDE FULL BEARING;Jts:2,5,3,9 I 1 . 1 Ct...'kJ 89200P E �" JOB NAME : 3413-D POLYGON NW - J6 -''" Scale: 0.3598 �r WARNINGS: GENERAL NOTES, unless otherwise noted: �� �� �'v(„ 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual -7 ;% N0�� Truss: J6 and Warnings before construction commences. building component,Applicability of design parameters and proper �(.f 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. ,^ -'13" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom a to be laterally braced at �/ • f..s r1(+L Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by //pp����JJ ----- _ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 416 R'`��. v 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 SEQ. : K 15 613 2 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. r�)�] r�(� 5.CompuTrus has no control over end assumes no responsibility far the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES. 1 2/31/201 5 necessary, fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. November y ovembe r 302015 B.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 r TPUWTCA In SCSI,copies of which will be furnished upon request. lines colndde with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"00. ION. LOADING 4-5=) -44) 39 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 -, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0 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" 4 MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" rel MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 01 o Truss designed for wind loads 1 in the plane of the truss only. 0 0 0 oop.m,. 6►= --":" I 1 CD M-3x4 • i. 1-00 8-00 5-11-11 11%`5o tG,1NE'6 ./0 !PROVIDE FULL BEARING;Jts:2,6,3,4,5 744 . 89200PE JOB NAME : 3413-D POLYGON NW - J7 Scale: 0.3133 ...»t i5. WARNINGS: GENERAL NOTES, unless otherwise noted: ,,,111,,.���...`,,�����J{{{ Cr 1 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 7OR EG ..E{'(�' ' Truss: J7 and Waminga before construction commences. building component.Applicability of design parameters and proper A A. 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. f }r n O 2.Design assumes the top and bottom chords to be laterally braced at ^ L 3.Additional temporary bracing to Insure stability during construction 7 o.c.and al 10'c.c.respectively unless braced throughout their length by V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 646`11i R I` ' DATE: 11/30/2015 the overall structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ RIO- SEQ. : K 15 613 2 6 4.No load should be applied to any component until after all bradng and 4.Installation of truss la 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.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES. 12/31 /20 1 1 5 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, p 1 Ove m ber 3n 20 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I Y L, TPIPATCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 • TC LATERAL SUPPORT <= 12"00. VON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 4278 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ri MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" ,, Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 M-3x5(5) o 1 0 1 �� .�. o M-3x9 y1 yy -00 8-00 7-11-11 C?�J :1G'IIV �i. f�✓L (PROVIDE FULL BEARING;Jts:2,6,3,4,5 JOB NAME : 3413-D POLYGON NW - J8 X / w Scale: 0.2795 ' -,.....f, WA1.Builder O. hRAe NOTES, unlessyuotherwisetheparameters • OREGON ij 1.Builder and erection contractor should be advised oral)General Notes 1.This design Is based only upon the parameters shown and is for an Individual «7� Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. , e" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O L�.s 2 (y� is the responsibility of the erector,Additional permanent bradng of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 1114 '' /pp����y - C_ continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). "+'I ' k 0-, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 SEQ.: K 15 613 2 7 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 el no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, - - T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EX P I R ES:.12/31/2015 necessary, n MPJ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, 15 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2 Q ' TPI/WTCA 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 7.6.6(114-E t0.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 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-27) 19 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" -73/ 248V 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PIF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0,03 KDDF ( 625) 4.00 v LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),.Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2 ,-i miliMalli I0 o • „4 M-3x5 y y y .\ D P R p ' 1-00 1-00 c, MAGI N,E , . /t. (PROVIDE FULL BEARING;Jts:2,3,4 I 1, ,,/ • .-.4.4111111,0 !:57. JOB • NAME : 3413-D POLYGON NW EJ Scale: 1.1020 x( �Tt./ WARNINGS: GENERAL NOTES, unless otherwise noted: /jay�jOREGON•-• Dc 1."' • 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran Individual �/ ;-TQ ,. Truss: E J and Warnings before construction commences. building component.Applicability of design parameters and proper O + i 4,, 2.2x4 compression web bracing must be Installed where shaven+. Incorporation of component le the responsibility of the building designer. - - .. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at 14 1�{ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1•" 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.1.* SEQ. : K 15 613 2 8 4.No load should be applied to any component until after all bracing end 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. CC�( C 1 r� (} TRANS I D: LINK design bade be applied to any component. and are for"dry condition"of use. L./C R E . 2/31/201 6.Design ass 5.CompuTrus hoe no control over and assumes no responsibility for the assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 febrkalion,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed eo their center TPVWTCA in BCS!.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=1 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ l'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (ALL Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads Iin the plane of the truss only. i o I o to .v- ►�- 4►�- � 1 M-3x4 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I �` ty�llV.E ,y' ''Cts, ' :920 PE r'" JOB NAME : 3413-D POLYGON NW - SJ1 ,-.'' ,/r" ...' . .. Scale: 0.6696 ,---- WARNINGS: GENERAL NOTES, unlessyuotherwise parameters 't7 OREGON ' 1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shaven and is loran Individual // yam. Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper �r� V` 2.9r4 compression web bracing must be Installed where charm�. incorporation of component Is the responsibility of the building designer. /'f '�rr' `2.° -k-•,�, 2.Design assumes the top and bottom chorda to be laterally braced at '} 3.Additional temporary bracing to insure stability during construction - _"- e_ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respedNely unless braced throughout their length by -- continuous sheathing such es plywood sheathing(TC)end/or drywali(BC). 418 - -- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ L SEQ. : K1561329 4•No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. ��// C[� { /}{ 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shownShim or wedge If EXPIRES 12/3.1/20 I 5 necessary. fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. Novem ber 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 their center _ r TPIAATCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc•/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 - 1-2=(-40) 36 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 4= 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 PIF 0'- 0.0" -13/ 98V -15/ 380 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -35/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1_11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l'BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.123" 12 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.184" 9.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" • MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2 ' Truss designed for wind loads in the plane of the truss only. o f o /- AMMO 3MEM M-3x4 y y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 I �• P f • 89200P•E JOB NAME : 3413-D POLYGON NW - SJ1X Scale: 0.7393 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is ratan individual Truss: SJ1X and Warnings before construction commences. building component.Applicability of design parameters and proper .. 1n 2.2x4 compression web bradng must be installed where shown+. Incarporatlon of component is the responsibility of the building designer. ;y �/ ry 2.Design assumes the top and bottom chords to be laterally braced at GO- 3.Additional temporary bracing to Insure stability during construction - O O _ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /`}'/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 1 SEQ. : K 15 613 3 0 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 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. end are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES 12/31/2015 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November A ovem be r J 3 20 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPIANTCA In BCS!,copies of which will be furnished upon request. Ones coincide with joint center Ones. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"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/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" 9.00 V 3 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" ' MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" I MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), o load duration factor=l.6, • I Truss designed for wind loads `n in the plane of the truss only. 0 oi o ITAIIIIMIIIIII O o 11. 1 4►�� -/ 1 M-3x4 y ), ,l 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I �� D PRO,�6-6s• 'Cr 89200PE fir" JOB NAME : 3413-D POLYGON NW - SJ2 � Scale: 0.6592 "'a ' -"`"-"�'� WAild65: GENERAL NOTEunless onhhe ae ramete: ' ' OR 41.. 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 yam. Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper V` 2.2x4 compression web bradng must be Installed where shorn*. incorporation of component Is the responsibility of the building designer. 2 �`, 2.Design assumes the lop and bottom chords to be laterally braced et [� G 3.Additional temporary bracing to Insure stability during construction e `-, O T on.and at 10'o,c.respectively unless braced throughout their length by ,/jv' - Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ] `t t`,, DATE: 11/30/2015 the overall structure Is Me responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown+ r I R 1 L SEQ. : K 15 613 31 4.No load should be applied to any component unt1 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. 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 supporta shown.Shim or wedge If EXPIRES:.12/31/2015 necessary, labrlcatlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, November Ove m be r 3 V n ry O 1 5 6.This design Is furnished subject to the limitations set forth by H.Plates shall he located on both faces of truss,and placed so their center I tl ,L TPEWTCA in BCS!,copies of which all be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. • MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 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 11'— 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x9 KDDF #1&BTR - LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp B, MWFRS(Dir), TOTAL LOAD = 92.0 PUP load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads • in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 3 —/ 9.00 G,- 2 "2 N • rh 1 /////////////////////////////////////////////////////////////////1///////////////////////// 4 M-3x4 • * y 1-00 11-06-08 • .8920tPE �" JOB NAME : 3413—D POLYGON NW — P1 Scale: 0.5806 -WAR - - 1.Builder O. hisAL NOTES, unless n the ise parameters O R E G Q N 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 (� yam. • Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper A 17� 2.2x4 compression web bradng must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. /'�' '* r 1 - 2C)l !4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chords is be laterally braced et • O TT L.t t.i Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o,c.respectNely unless braced throughout their length by --- y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). j�}"S i DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown*+ f SEQ. : K15 613 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge if r- necessary, t12131/2015. fabrication,handling,shipment and 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 e.Plates shall be located on both faces.of truss,and placed so their center r V 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 7.6.7(1L)-E 10.Far basic connector plate design values see ESR-1311,ESR-1988(MINS) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 177 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 M-3x4 l y , 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 PR Opt 89200PE JOB NAME : 3413-D POLYGON NW - SJ2X scale: 0.6561 •-71640111111F"Lw t'y„ .WARNINGS:Builder GENERALNOTES, unlessyupon otherwise mee: ,, (REG()N J 44/- i.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�_ Truss: SJ2X and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility or the building designer. • /O k; �O 2.Design assumes the top and bottom chords to be laterally braced at . 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(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++ R R. L. SEQ.: K15 613 3 3 4.No load should be applied to any component until after all bradng and 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hee no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or wedge If EXPIRES:necessary. .12/a1/2015 fabdcatlan,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Nove m N]e 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 Sc their center r TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./COmpUTros Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 147 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x4 KDDF STAND 3-4=( -98) 90 7-4=(-144) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) , LL = 25 POE' Ground Snow (Pg) 0'- 0.0" -77/ 610V -47/ 136H 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ' MAX LL DEFL = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 ,, ,( f Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 D M-1.5x3S Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 " (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 C.1 o VOA 1 0 <r ,.r1 t IVI o --f 2 6 7 o M-3x4 M-1.5x3 M-3x4 y ,l l 6-02-02 5-04-06 1-00 11-06-0a �` ,D PRQ � ;N, NliGIN��C ,L,9.,/o. f 2 89200 R-E �"" JOB NAME : 3413-D POLYGON NW - P2 � / .''`� Scale: 0.4181 ��"' (�( `�. WARNINGS: 9 G. hRAe design a NOTES, unless otherwise para rete '!'T }0 1 R E I3 N 1," „,...,./././.:' 1.Builder and erection contractor should be advised of all General Notes 1.This da sign Is based only upon the parameters shown and is for an Individual J ''!la's y� Truss: P 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. /'� '41 " k • 1 4' 2,0 . 3.Additional temporary bracing to insure stability during construction 2.Design and at la the top and bottom chords to be laterally braced al Is the responsibility of the erector.Additional permanent bracing of 2'o.c. at la o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 41,G.- • R�"') ( �, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ (1L+ ' SEQ.: K1561334 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to based)na noncorrosive environment, T RAN S I D: LINK design bads be applied to any component end are for"dry condition'01 use. p c 5.design lacus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shave.Shim or wedge I1 EXPIRES 12/31/2015 . necessary. fabrication.handling.shipment and Installation o1 components. 7.Design assumes adequate drainage Is provided. November 30'")ll�1 L 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November AJ J r L V I:.7 TPIM?CA in BCS!,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(11)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-447) 209 6-4=(-126) 9B WEBS: 2x4 KDDF STAND 3-4=( -75) 72 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 495V -35/ 102H 5.50" 0.79 ROOF ( 625) 8'- 8.5" -43/ 364V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX SC PANEL LL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.349" MAX BC PANEL TL DEFL = -0.204" @ 4'- 4.2" Allowed = 0.465" 4-06-06 3-10-06 0-03-12 1' 1' MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ B'- 3.0" 4.00 c7.- M-1.5x3 • 5 Design conforms to main windforce-resisting 4 " 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, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 rw t1,I M M-3x4 M-3x4 8-03 0-05-08 y . y 1-00 8-08-08 / ����p P R pSs tib` NGI I N , :9200P JOB NAME : 3413-D POLYGON NW - P3 Scale: 0.5204 --110 WARNINGS: GENERAL NOTES, unless otherwise noted: ,/�[� /'�(''�p 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual ' ;y OREG V[J A'� Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters and proper f` 2,2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. • /O :^1}r �}O / 2.Design assumes the lop and bottom chords to be laterally braced at 14 �' 3.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andior drywall(BC). "! r`R 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 SEQ. : K15 613 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end et 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. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015. necessary, fabrication,handling.shipment 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 truss,and placed so their center TPIANTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.(CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see 118.1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #}&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads '5. in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall LION. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 - rl M 2 �r7 � rn of ' ���ll/l///////////////f//l//f////////////////////////i//////////// 4 M-3x9 y y 1-00 8-08-08 � ) PRQ S 89200PE cet Scale: 0.6329 '= JOB NAME : 3413—D POLYGON NW — P4 .l0/ WARNINGS: GENERAL NOTES, unless otherwise Renoted: �� `'/'"*K„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon parameters shaven and is for an individual 47 ONA •A% in •corporation Truss: P 4 and Warnings before construction commences. building component.Applicability of design parameters and proper • 1 4 2.2x4 compression web bracing must he Installed where shown+. Incorpa ration of component Is the respo nal6111ty of the building designer. r'' },r 2.Design assumes the top and bottom chords to be laterally braced at J 3.Adddlonal temporary bracing to Insure stability during construction 2'o.c,end et 10'o.c.respectively unless braced throughout their length by •---y • � Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood ehealhing(TC)and/or drywall(BC). R ` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shaven SEQ. : K1561336 4.Na load should be applied to any component until atter all bracing and 4,installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, end are for"dry"condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, p t ovem be r 17 0 c7n�L 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 I tl J r L V ✓ TRAN ICA In 8501,coplee 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(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 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) 00 TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • DL ON BOTTOM CHORD = 10.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 NSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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/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 BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" ' 3 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 II MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads to in the plane of the truss only. 0 0 . 1 d, o f- 0 1 M-3x4k y )' . 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 1 ? D ! 0/' 92t}OPE JOB NAME : 3413-D POLYGON NW - SJ3 > Scale: 0.5345 '...ger .Builder O.THe de gnNOTES,s unlessyuonh ammetere noted: A R E G O N tai. 1.Gunder 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: S J3 and Warnings before construction commences. building component.Applicability of design parameters and proper �] 2.Deo compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer, ', /'�_O '' _l)*: 1420 4.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et _ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.De Impact bridging or lateral bradng required where shown++ - r7 n.�1.- _ SEQ. : K15 613 3 7 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responslbllity 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 noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"al use. ) r7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or wedge If EXPIRES: 1 2/31 y/2 01.E neceaeary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, p I ove m be r 3�2/X 1F J 6.This design is furnished subject to INC limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 tl r U TPIONTCA in BCBI,copies of vfilch will be furnished upon request. lines coincide with joint center lines. 9.MITek USA,Inc./Corn uTrus Software 7.6.6(1L Eto.Digits indicate size r plate aiinches.values P � For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols NumberingSystem r I 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 r�.IF Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. � and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORD S ® 1 „ I 2. Truss bracing must be designed by an engineer.For -/16 4 wide truss spacing,individual lateral braces themselves o WEBS may require bracing,or alternative Tor I O0 bracing should be considered. = O 3. Never exceed the design loading shown and never ■1-II � U = stack materials on inadequately braced trusses. o hi , 44,4 0 4. Provide copies of this truss design to the building C7-8 C6-7 CS b For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'/rd' 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that ieIndicated b symbol shown and/or SYP represents values as published specified. �� by text in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. • if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior � (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. .11=. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. I i 114, 18.Use of green or treated lumber may pose unacceptable B. a environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal jj:j 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, I(' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013