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Plans (400) nut . . MiTek 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. P R OFF / 4cilN4\cox- 87022PE N Aj, OREGON ei5'OI `t'18ER OSA. HE¢ EX• ' :06/30/ November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5622 2015 Page 1 ID:zs2ygYHMY18_Z1 p9y12tl yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhg l HMTHTkUyEzgd 10-10-01 P-10-1411 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-0-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 . N. e m e e e e e ,, - ,.. 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I I 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 1 1-1-0 1 18-6-8 I 21-4-0 I 1-1-0 17-5-B 2-9-8 Plate Offsets(X,Y)- I1:Edge,0-1-8),)12:0-1-8,Edge),(13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) L/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Ina 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,0kE 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)'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 ocabracjng. - 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. P R OFF 3)Refer to girder(s)for truss to truss connections. Ed 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'<� ss at the bearings.Building designer must provide for uplift reactions indicated. �� �NG) Se) ,...<0 /O2 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 be attached to walls at their outer ends or restrained by other means. Q 870 2 P E 9r" 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. CV 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5 Nfi >~ 7 '0j, OREG N (1�Q/� LOAD CASE(S) Standard ,n 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 xOn�MBER '\1_` Uniform Loads(p11) s \P Vert:22-35=8,1-21=80 A. HER Concentrated Loads(Ib) Vert:1=1265(F) EXPIRES:06/30/2017 November 30,2015 r a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the bolding designer mustverify 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 to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tell Quaily Criteria,DSII-89 and ICS!Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sums 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 MTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12tlyAg??-NRROm6YgOIRMsLMsi2?No02421ExO7xQa711GwyEzgc ' 1 1-0-0 1 11-1-10 I I 1-2-0 1 p-7-21 11-2-0 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 • e - -/N.: 9 II a e a a \-e a o 30 29 28 27 26 25 24 23 22 21 g 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 13-7-2 b- 1 19-11-4 I 13-0-2 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 114:0-1-8,Edge],124:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Incr YES WB 0.56 Horz(TL) 0.07 20 n/a nla BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS . - 2x4-DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0-oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=1588/0,4-0=2786/0,5-6=-2786/0,6-7=-3608/0,7-8=3608/0, 8-9=4042/0,9-10=4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20=1271/0,18-21=0/1096,16.21=919/0, 16-22=0/716,15-22=31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <ti,c,,'t.° P R oFFss �\cJ �NE GiNFR io* 87022PE r a y �Al>, OREG N tip OWN 'AC AMBER �1 OS A. He EXPIRES:06/30/2017 November 30,2015 4 41 A WARNING-Verify design parameter:and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. 111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not e 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 stobirrly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truse ss systems, e ANSI/rPI1 Quaily Weida,DSI-89 and BCSI Building Component 7777 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5625 2015 Page 1 f��rh � - - ID:zs2ygYHMYItl_Z1 p9y12tlyAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7Kpybiga 1 1-10-8 I I-1�d11_0-0 I 11-2-0 II 1-0-9 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 • o � a eaoo� � / � � � / te / • d o % e 7I / - N / N \V I. g e - - �i 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 12-10-14 135-14 1 19-7-0 I 22-4-12 I 2-1-8 10-9-6 7-0b-7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- (12:0-1-8,Edge),(13:0-1-8,Edge),(35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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!nor 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=0/953,34=0/953,45=258/0,5-6=-258/0,6-7=-1060/0,7-8=1060/0, 8-9=-1486/0,9-10=1486/0,10-11=1563/0,11-12=1563/0,12-13=1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=-1637/0,33-34=1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=749/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=737/0, 15-25=0/576,13-25=756/0,20-22=0/956,20-23=1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �sr`fa[) P R QFFs 3)Refer togirder(s)for truss totruss connections. '� GINE o 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. _\� (G� Fi? O 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ry be attached to walls at their outer ends or restrained by other means. 870 2 P E 9f 6)CAUTION,Do not erect truss backwards. tP y0 H Aj, OREGON q�QM 9C,Otij$ER -V\� S A. HE��P EXPIRES:06/30/2017 November 30,2015 I I a a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. 111 Design valid for use only with M7ekm connectors.This design is based onlyupon parameters shown.and is for an individual building coponent,not ,.a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building.design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -Mi TT ele ,. is always required for-sfablltyand 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/rPlt Quality Criteria 058-89 and SCSI Building Component 7777e 109 Safety Informaion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 - - Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11-2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-n07WO8aYgDgwjo5ROAY4PfgdN VLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 11 1-5-6 I 2-0-0 1 1 1-2-0 I11 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 6 9 10 11 12 13 14 e- 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_ .16-4-0, -. Plate Offsets(X,V)— 18:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) .. . . _ . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: -, 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=-1567/0,13-15=1276/0,13-16=0/866,10-16=-427/0,10-17=159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ���ED PR R OFk-c, �� ��GINEFA1 /o2 87022P� �r- icv y fiAT OR GON rye Q40 'pO FM SER '\''‘OS A. HO; EXPIRES:06/30/2017 November 30,2015 l t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 rev.10/03/2015 BEFORE USE. lel" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall p 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/IPO Quality Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996181 PL15-399 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:27 2015 Page 1 ID:zs2ygYHMYIfl_Z1 p9y12t1 yAg???-G�ChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY I 1-0-0 I 01. 11____1.2.41.H r""7_I I 1-2-0 1 1-2-0 I I 1-2-0 I 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 \>92 0 21 22 e _+ e a e_ a , a � -/ N / N �N / N /e_ < / / N 12 e e m, e e e - .a - - - . 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 1 21-4-0 I 14+14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- f17:0-1-8,Edge),f27:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-0981/0,7-8=-3981/0, 8-9=-4547/0,9-10=4547/0,10-11=-4727/0,11-12=4727/0,12-13=4554/0, 13-14=-4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,434=-990/0,4-33=0/864, 6-33=724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=-20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �R� PP ROFes attached to walls at their outer ends or restrained by other means. �Co'� �NG)NE�R �'WO 2 �� 87022PE 9r SAT OREGO rye Q<v' �O ‘M8ER11 OSA Heck EXPIRES:06/30/2017 November 30,2015 I a a WARNING-Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE A.11-7473 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 e 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 individualtruss 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.Far general guidance regarding the -` - 7777777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIt Quality Criteria.DSII-89 and SCSI Building Component 7109 • Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SalleCite's Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399 UPPER P56 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_Z1p9y12tiyAg??-Cbpf09dRz6CVaGp03J6n1H18ciLmglUJz2ULTayEzgW 1 1-10-8 I 0-1 11-0-0 1 1 1-2-0 I I 1-0-2 1 I 1-3-8 I 180 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 P. e e ae % - . lc,:i, e e a - e e 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 I 2-1-8 12-10-14 1.-5-1, 1 19-7-0 1 72-7-8 I 2-1-8 10-9.6 b-7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edgel,[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) .,,, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bradng. --- - 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. �Q`vo PR OFF. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �"\ .0 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to C" �. N EC,9 �Q2 be attached to walls at their outer ends or restrained by other means. <Cr 9 5)CAUTION,Do not erect truss backwards. CC 870 2 P E cv 7 u)'0i, OREGO /�OU </ 9O M8ER \1 �3 A. HERP EXPIRES:06/30/2017 November 30,2015 r i N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7477nv.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 butding 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 isto preventbucklingof individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek' - - - -- --- -is always requked for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Crifeda,DSB-89 and SCSI Building Component 7T?e 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeipMs,CA 95610 Job Truss Truss Type Qty Ply POLYGON - R45996t83 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_Z1p9y12t1yAg??-8 wPRrehVISDpZzOAj8F6iNRgWxGlmtbQMzSYSyEzgU 10-10-0 I 9-411 1-2-0 01Z-10110-9-0 1 0-9-0 110,40 10-40 110-9-0 10-9-0 1 Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 O' O O ,mu e O E B e e' Z. 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 13-9-141 1 20-2-0 I 13-2-14 -- -- _ _ 7-O 7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edgel,118:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina- YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(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. . . WEDS 2x4 DF Stud/Std(flat) DOT CHORD Rigid,coiling directly applied or.10-0.0 oc bracing. REACTIONS. (lb/size) 26=881/0-4_4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1379/0,34=1379/0,45=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=-4200/0,1415=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=0/1003,439=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=483/0,8-35=0/383,1035=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, 1632=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. _o PR OFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. c...<<- �(N� 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 .\ (GN ER 02 be attached to walls at their outer ends or restrained by other means. �r -9 87022PE t' Ntn 4, N y Aj, OREG•N ep,z4/Ile, AMBER '1 OS A. He'i; EXPIRES:06/30/2017 November 30,2015 e I ▪ r � ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE E � Design valid for use only with MiTek1 connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design.-Bracing.indicated is to prevent.buckling of individual truss web and/or chord.members only.Additional temporary and permanent bracing Wel( - - Is always required for stability and:to prevent collapse with possible personal injury and property damage.For-general guidance regarding the - 7777Greenback Lane ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIU Qualty Criteria,DSI-89 and SCSI bonding Component 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399 UPPER FOB Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 n.,r1.Id' ID:zs2ygYHMYItl_Z1p9y12tlyAg??c4UneBfJG3a4RjYbkRfUfwwfswMSl6HIfoi?4vyEzgT 1 1-10-8 1 a1 1 1-0-0 1 1 1-2-0 1 1 1-0-2 1 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ee / / / °/. 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 10-5-1 i 19-7-0 I 22-4-11 2-14 10-9-6 7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- 112:0-i-8,Edge1,113:0-1-8,Edge1,135:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (roc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/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 ocbracing.- REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=774/04-4,23=1498/0-5-8 Max Uplift22..581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (lb)-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. ��t(} P R°FFs 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to GINE �'� be attached to walls at their outer ends or restrained by other means. \ !GN F.Q 02 4)CAUTION,Do not erect truss backwards. `r 87022PE 91- 7 �-0), OREGO ti,Q<Cr~ 9O '',/,/ ‘',./ �\ �`.3A. HE , EXPIRES:06/30/2017 November 30,2015 4 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual mbuilding component,not a truss system.Before use,the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated.ts to prevent div buckling of individual truss web and/or chord members.only.Additionaltemporaryand permanent bracing -. -MITE** -- - is always required for stability and to prevent collapse with possible personal injury-and properly damage.For general guidance regarding the - 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify CrIeda,051-89 and SCSI Building Component .7777 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - SuSuite 109 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 2710:56:34 2015 Page 1 ,,.. ID:zs2 YHMYIfl_Z1p9y y g..12t1 A??- yg YZcY3thaoggoglizsshykL?ytgzsV6H26KB69nyFiq i0-100 I FEBead 1 1-2-0 1 li)-7-101 109-0 10-9-0 X0-9-0 0.9-0 110-9-0 10-9-0 I Scale=1:34.8 3x4=- 4x4 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 FY. O - a - o - B 2 - O -S�9 tt e- a 9 O e / \e/\o/\ /\!/\!/\9/ /a \-i\ / \ /-\e 1,7, 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 1tl 20-4-13 13-5-12 7-0 5-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),(18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-44,40=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=-4306/0,1415=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=-2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��`�[) P R dF .s 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 e,: (- `-'4' be attached to walls at their outer ends or restrained by other means. (GNGI ��,4 ONT v"-__., �� 87022PE 1-- / y �•Ois OREGO rim �or,�M8ER 1,� �O S A- Heck EXPIRES:06/30/2017 November 30,2015 4 I N aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE .: Design valid for use only with MTnly ekS connectors.This design is based oupon parameters shown,and is for an individual bufding component,not - .,a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web,and/or chord members.only.Additional temporary and permanent bracing , - Mfiek° ... .. .. -is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the '7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl 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 Heichts,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property 4 offsets are indicated. Damage or Personal Injury Mi. 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 or TOP CHORDS g g,is always required. See BCSI. 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 wide truss spacing,individual lateral braces themselves 1LA may require bracing,or alternative Tr I lobop bracing should be considered. O= 3. Never exceed the design loading shown and never 1 ,4(4 � stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 e csa C5-6 designer,erection supervisor,property owner and plates 0 la' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. hMAIP reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. number where bearings occur. � Min size shown is for crushing onlyINN . aliii 40 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal1111 project engineer before use. 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 Bracing.n Standard for MiTek6 is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 1 MN=a MiTek. MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ti) PROF. F\ 619 444 IP cc 89200P att pp 4 OREGON CU <0 'Tk 14 2-°� f-1r� / fi?R 11-k- November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 (Non-Rep6 1- 2=(-1565) 922 1- 5=(-261) 1154 5- 2=1 0) 289 BC: 2x6 KDDF #16BTR 2- 3=(-1159) 386 5- 6=(-265) 1199 5- 3=(-91) 57 WEBS: 2x4 KDDF STAND LOADING 3- 9=(-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)= 69.0 PLF 0'- 1,0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 90.0)= 90.0 PLF 0'- 0.0' TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+131,( 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. an For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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 f T f Design conforms to main windforce-resisting 5-11-11 3-04-10 5-09-11 system and components and cladding criteria. T +320# if2O# 1' Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 • 12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 9.00 M-4x6 M-5x6 9.00 load duration factor=l.6, Truss designed for wind loads o Vil orn the plane of the truss only. o 1* 5 6 4 o M-3x4 M-3x4 M-1.5x3 M-3x4 0 l 1 )• l 5-09-11 3-08-07 5-07-15 P J• 15-02 l �e,,. NG1 E, . /0 f :9200P c' JOB NAME : 3413-D POLYGON NW - Al ,/� Scale: 0.3884 t� /�., WARNINGS: GENERAL NOTES, unless othenvhe noted: I. OREGON +.[� 1.Buller end erection contredor Mould be advised of an General Notes 1.This designbased Ay upon the parameters shown and Is for en Individual '�i OREGON tv Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper ,e, !u` A. 2.254 compression web bracing mull be installed Mire shown• Incorporation fcomponent h the roeponstbgily of the building tlastgner. <` '1y�y p �� parory 2.Design assumes ma top and bottom chords to be laterally braced al [] G 3.Additional brat to insure -*♦ ,fy Is me responsibility of the erector.Additional permanent bracing o! 2'on.end et/a as.respedNek unless braced throughout their length by jJ Da TE: 11/30/2015 the overall structure is the responsibility f the build) deal ner Zr Imp continuous Mg ng or such°s plywood requirede shea a shown)end/or tlryweA(BC). =.7�++C]Y"'Y��� silo ty a ng g 3.Zr Impact bridging or lateral brodng where Moven•. {'3 R SEQ.: K 15 612 9 3 4.Na load Mould be applied to any component uetl after all bracing and 4.Installation of Inns Is the reepanabitty of the re°pedhe controdor. fasteners are complete and at no time Mould any pads greeter then 5.Design assumes trusses are to be used ins noncorrosive environment, TRANS ID• LINK design loads be applied to anyaempe"em. end ere for"thy condition"ofuse. 5.Compatnu hes co control over and assumes no reeponsibilty form. 6.Design sesames tsR bearing al all supports Maven.Shim or wedge If EXPIRES:12/31/2015 fabrksllan,handling,shipment and mstalletion of components. C gn as '.Padgnsaaumeseaeduate onbothfageia provided. November 30,2015 6.This assign is mml.n.a copse m the limitations est forth M e.Plates Mag be located on both faces onmee,and paced co their comer TPIANtCA in BCSI,copies of vhinh Ma be furnished upon request. Anes coindde with Joint center tins 9.Digits indicate size of Pete In inches. MITek USA,Inc./CampuTrus Software 7.6.6(1L)-E 10.For basic oomreder plete design value°sea ESR-1311.055-19Se(Welt) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-576) 204 6-5=(-122) 533 6-3=(-127) 395 WEBS: 2x9 ROOF STAND 3-4=(-576) 204 6-4=(-200) 195 LOADING - 4-5=(-759) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POF 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PIP 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. TCP '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=1/190 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 ,1' .' ,,' MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 '1 T T 1 T 12 12 Design conforms to main windforce-resisting IIM-4x4 system and components and cladding criteria. 9.00 [77 'Cl 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.6, MWFRS(Dir), NNload duration factor=l.6, �1 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 z 0 0 1 6 ** 5 o M-3x4 M-3x8 M-3x4 0 y ,I, y 7-07 7-07 • J• y RSO P n OFA 15-02 `Co• ��yGINE ,9 ct'tale .. 89200PE � JOB NAME : 3413-D POLYGON NW - A2 � / Scale: 0.3509 J'y.. WARNINGS: GENERAL NOTES, bas otherwise noted. OREGON �wf., 1.Wilder and erection oomrador should be advised old General Notes 1.This designbased d ty upon the parameters shown and is for an Individual Truss: A2 and Warnings before acne n don commences. building mpn ntApntsablllly of design parameters and proper f 4 " ,`1= A 2.2:4 comprepbn web bradng must be Installed where shown e. incorporation f component is the responsibility of the building designer. r/ve 'I y 2`i 1 �4 3.Additional temporary bracing to Insure stability during construction z.Design the top end bottom sores to be leeagheterally braced at �.e L Is the responsibility of the eraser.Additional permanent bredng of T o c.end I as .respectivety unless braced throughout their length by ///j/ DATE: 11/30/2015 the overall structure Is the responsibility of the build) da 21 rode sheathing�r oueh as bpraiding resheathing(TC)lair whereshown r tlryvnN(BC). -�f ".` ['�'y building ,bear. 3. impact bridging or leered pa ang ly of the where shown t* 1-1 1�+ SEQ.: Ki5 612 9 4 4.Na load should be applied to any component until after ail bredng and 4.Installation of truss Is the responsibility of the reapadee contractor, fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used m a nonconosNs environment, design bade be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTms has no control over and assumes no responsibility forth. 8.Design assumes Wlbeanng at ell supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication.handling,smpmem and inetauegan of components, 7. necessary. e4g assumes adequate drainage Is provided. November 30,2015 8.Thu design is furnished subject to the limitations eat forth by 8.Plates Mall be bated an both faces of suss,and placed so thele center TPI/VVI-CA In SCSI,spies of which WA be furnished upon request. Anes ceindde with joint center lines uTrus Software 7.6.6(1 L E 9.Digits indicate she of plate In inches. MiTek USA,Inc./Com P ). 10.For basic connector plate design values see ESR-1311,ESR-1088(Minsk) 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-l.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-309) 1116 5-2=( -306) 1694 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=( -197) 180 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POT BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -359/ 1940V 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL= 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 14 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 17 load duration factor=1.6, Truss designed for wind loads 44//1/111 in the plane of the truss only. M-3x6 0 ti it44444h m N , , 0.2111=_M1111111111 m ®ji M-3x4 M-3x8 M-4x6 y +12104 +637# y 8-00 ,..,,:c(.„9,... - cGtE C? ( ''2 4 89200PE v- JOB NAME : 3413-D POLYGON NW - AGIRD ,, / �,� Scale: 0.9369 ^d WARNINGS: OE NERAL NOTES, unless upon hrwise poranred 1f+` OREGON k' 7.Bolder and erection contractor should be advised of el General Notes 7.This design Is based only upon the penmeten shown and is for en individual Truss: AGIRD and Warnings before eonstnrceon commences. building componentApplicability of design parameters end proper ye A.,, 2.Tee compression web baring must M Installed where shown+. Incorporation of campanent Is the roeponsibMlly of the beldmg designer. 1-y .4t.. 2. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced sl � 14 y by Is the responsibility of*.erector.Additional permanent bracing of continuous set heathing e.plywood she�aming(TCthroughout .color tlrywel their BC)).. f: 1-f`1 DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. 3,2s Impact bridging or lateral bracing required where shown++ '"" M 4.r"' SEQ.: K 15 612 9 5 4.No bad should be applied to any component until ager al bracing and 4.Installation of muss is me reaponabifty of reap**.contreder. (admen are complete and at no time should any bade greater than 5.Design assumes trusses are lobe used ins noncorrosive environment, design babe be Bp**to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTros has no control over and assumes no responsibility ler the 8.Design assumes full Dearing at ell supports shown.Shim or wedge If EXPIRES:12/31/2015 feb,oetbn.Mndlmg..Mprnent and installation of components. 7.Desi;""�mes adequate drainage Is provided. November 30,2015 8.INN design Is furnished subject to the limitation set/urth by 8.Plates shell be bawled on both faces*buss,end placed so their center TPIWTCA In SCSI,copies of which wig be furnished upon request. lines coincide with joint center lines, 9.Digits Indicate siva of pieta In inches. MITek USA Inc./CompuTrus Software 7.6.6(1L)-E to.For bestsconnector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP 0'- 0.0" -59/ 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" '' ' MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.259" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 17 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, /� Truss designed for wind loads ko in the plane of the truss only. 0 I 0 I .y 0 s c i I li -/ 1 M-3x4 l y l 1-00 'PROVIDE FULL BEARING;/to:2,3,4 I 6-00 ?` C) PR Ore �tr�~c�' SINE. - 1c; 2 89200PE �r JOB NAME : 3413-D POLYGON NW - AJ1 ,� ' Scale: 0.67714111111 /�w. WARNINGS: GENERAL NOTES, unless otherwise noted. �v ��� M!„ 1.Builder end erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and Is for an individual •TF'� R y.. Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.204 compression web bracing muAbs installed where shown v. incorporation of component is the responsibility of the bulling designer. L. q�," ,�4a (�� .3. " 3.Additional temporary bracing to insure stability during construction 2.Design andetiassumes me top set bosom unlesschobraced to be througstsraltyhout braced at2ke c. T' to the responsibility of the erecter.Additional permanent bracing of 2 0 c et IV o.e.raspect.ey throughout their length by DATE: 11/30/2015 the overall structure is thew responsibility f the building M 2,<Impatontinuous sheatgor suebadng required h es euiremhrere shownndror drywaN(BC). - +.`j:•]("�' Spon ty o rp syner. 3.Z«Impact bridging or lateral braa�required where siwvm.. /'S f1 b� SEQ.: Ki5 612 9 6 4.No load should be applied to erg component untl after al bracing end 4.Installation of truss:a the reeponsiNliy of the respeaNe contractor. fasteners are complete end et no time should any wads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design wads be applied to any component. end are for.dry condition•of use. TRANS ID: LINK e.Design assumes ALIbeanngstansupports shown.Shim orwedge if EXPIRES:12/31/2015 5.ComWTrus hes no control over and assumes no responsibility for the neceaury. fabrication,handling,shipment end installalienofcomponents. 7.Design assumes adequate drainage is provided. November 30,2015 8.TR.design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of Wse,end placed so then center TPVWTCA in SCSI,copies of which will be furnished upon request. Ines coincide wqh hint center lines. uTrus Software 7.6.6(11)-E 9.Digits Indicate she of plate In inches. MiTek USA,Inc./Com P10.For basic connect":plate design values see ESR-1311,ESR-rose(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4-(0) 0 BC: 2x9 KDDF #1&13TR 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000^ @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" MAX BC PANEL TL DEFL= -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 P7 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 11111111 111111.- 1 " JII` M-3x4 J• l l 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 0 PR op 89200PE JOB NAME : 3413-D POLYGON NW - AJ2J=0V^, Scale: 0.5814 49016 .. Jy.. WARNINGS: GENERAL NOTES, unless othernlse noted '0 OREGON •'Vs 1.Builder and andiron contrador should be advised of all General Notes 1. Ammeters design Is based only upon the p. meters shown and h for an individual '30 Truss: AJ2 and Warnings before construction commences, building component.Applicability of design parameters and proper /••• 2.2x4 compression web bndng must be metalled where shown 5. incorporation of component is me rosponstbAlty of the building designer. / 'g 14 4 , 3.Additional temporary bracing to Insure.abray during construction 2 Design assumes the lop end bottom dome la be oe gh braced at (y Is me responsibility of the ender.Additional permanent bracing of 2'o.c.and at 10continuous es Data respectively unless braced throughout their length by - C- DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3,?limped bridging iorr such :brades dng plywood ed where sownand/or dryweA(BC). M �A"')''1 L, SEQ.: K 15 612 9 7 4.Ne bad should be applied h any component until after al bracing and 4.lnstalelbn of truss Is me responsibility of the respective contractor. !l 1 listeners are complete and at no time should eny loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK design leads be applied to any component. and Cr.for'dry condition"of use. 5.Commnds has no conlrol over end assumes no responsibility for the 6.Design assumes NI bearing at sA supports shown.Shim or wedge Comands EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design meanies adequate drainage i.provided. November 30,2015 8.This design h furnished subject h m e limitations set forth by 8.Plates shall belocated on both faces altm.,and placed so their center TPtnMCA in SCSI,copies of which MI be belched upon request. Anes alndde with Mint anter lines. 9.Digits Indlate size of pleb In inches. MRek USA,Ino./COmpATrus Software 7.6.6(1L(-E 10.For basis connector plate design value.see ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3932 3-10=( -89) 317 2x6 KDDF #16BTR T2 SPACED 29.0" O.C. 2- 3=(-4599) 913 10-11=(-798) 9908 10- 4=( -254) 1451 BC: 2x6 KDDF #1013TR 3- 9=(-4451) 924 11-12=(-663) 3827 10- 5=(-1361) 301 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3590) 778 12-13=(-663) 3827 5-11=( -90) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4929) 968 13- 9=(-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2555) 552 12- 6=( 0) 136 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 439 8- 9=(-3379) 650 7-13=( -290) 1574 LL = 25 P0F Ground Snow (Pg) 13- 8=( -121) 208 NOTE: 2x9 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 1996 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1990.0 LBS @ 12'- 9.0" 27'- 6.0" -918/ 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 3EING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I '.. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 11-06-10 7-11-11 1' 1 ,( f Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, !i 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3-11-12 3-11-15 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=l.6, !i 598# Truss designed for wind loads 12 12 in the plane of the truss only. M-4x8 M-4x8 9.00 177 M-3x6 M-9x8 ''' j9.00 5 T2 F114 7m-i.sx3 M-1.5x3 + .+0 0 11 12 13 **9 0 c 6 0.25" M-1.5x3 M-3x10 M-3x8 0 M-7x8(5) .L J• `11440# ..1, i, ,, 9,,VD P A 04, J• y 7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 y • ,,, ViG,' T /0 1-00 27-06 4t =9200PE v" JOB NAME : 3413-D POLYGON NW - B1 Scale: 0.2299 WARNINGS: O. hRAL.logn N NOTES, unless tithe otherwise OREGON ^�a. 1.Sunder antlerection.boner contractor ee na be race.d of all General stoles 1.Thisdesignos hbased only upon the paramolar shown and Is for anIMlvltlesl y), fi Truss: B1 and Warnings before construction commences building component.Applicability of design parameters and proper �r l 2.2a4 compression web bracing must be installed where Mown*. Incorporation of component Is the responsibility of the building designer. I �/' wL,- 2.De.gn assumes the top and bottom Mabs to be laterally braced at l 3.Additional temporary bracing to Insure daddy during construction 2 se and at 19 o.c.respeclNety unless braced throughout their length by /"+. y is the reapondblmy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathIng(TC)andror drywwg(BG). +7�,•R R'�L DATE: 11/30/2015 the overall structure Is the reaponstbaity of the building designer, 3.2a Impact bridging of lateral bracing required where Mown** i-1 SEQ.: K 15 612 9 8 4.No mad should be applied to any component until after all bracing and 4.Installation or truss NEN responablEy of the raapadNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tmases are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'drycondition"oruse. 5.Campurnn has no control over and assumes no responNbllity for the 6.Design assumes Ni bearing at all supports shewn.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. mgn ass '.De4gnaawmeRadequate bedrainage's provided.oftruss,en November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates Mall be Roved on both faces of turas,end palma so their mbar TPIIWTCA in SCSI,copies of which will be NmlMed upon request. Anes coincide vilth(olnI center lines. 9.Diggs indicate s9e:Attie*m inches. MiTek USA,Ina./CompuTrua Software 7.6.6(1 L)-E 19.For basic connec:.r gids deNgn values see ESR-1311,ES124988 Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-159) 694 5-2=( 0) 280 4-7=(-1156) 226 BC: 2x6 KDDF #16BTR 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=(-229) 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -- -- 0'- 0.0" -67/ 735V -83/ 169H 5.50" 1.18 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.89 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" - ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6,0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I J� q LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.359" nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.972" \/�J 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" 9" Sc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" ** For hanger specs. - See approved plans 6-02-11 1-09-05 T 1' 1' Design conforms to main windforce-resisting 3-03-13 2-10-14 1-09-05 system and components and cladding criteria. / l f f 1 Wind: 190 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 9.00 17 load duration factor=l,6, 3 M-3x4 - End vertical(s) are exposed to wind, � Truss designed for wind loads 40/0 in the plane of the truss only. ra M-3x4 �p of 0 I @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. o Al cso I..,,, „ _.___,.. 1.� 5 6 _...1 o M-3x4 M-1.5x3 M-6x8 M-3x8 y +x121# +63,)# ♦23 0# 3-02-01 2-08-13 2-01-01 k 8-00 0) PF?0�c4� 4tw $9200PE 'r JOB NAME : 3413-D POLYGON NW - BGIRD Scale: 0.3864 --.4,111111 /"y ,,,. ---_., WARNINGS: GENERAL NOTES, unless etherx/ea noted. 1♦ .y� Crco 1.Builder and erection ntrador should be advised of aR General Notes 1,Thla design Is based only upon the parameters drown and Is for an kdiwduat "3'7 OREGON 4,/ Truss: BGIRD and N aminge before mnsiructlon commences. building componentApplicability of design parameters and proper 1.. OA X+ A* 2.2s4 eompresebn web bracing must be Installed where shown e. Incorporation or component isIns roaponsiblky of me building designer. <0 /'� 14 R1 A S.Additional temporary bracing to insure atsbilily during construction 2.Design assumes the lop and bottom chords to be Wanly braced al GG h the roeponsibilily of the erodor.Additional permanent bracing of 2 o.c.and at 1R c.c.respectively unless braced throughout their length by DATE: 11/30/2015 the everal endure Ice m.n MIbII rine bultll de continuous sheathing such as plywood eM.mmg(re a arwror*Twain), ✓ *'l i R.`N'4„ apo ty o ng signer. 3.Zx Impact bridging or lateral bracing required where shown re r'1 SEQ.: K15 612 9 9 4.No load should be applied to any component uMl after ail bracing and 4.Installation*buss la the responsibllly or the respective matador. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses an to be used Ina noncorrosive environment, design loads appliedto any component. end are for"dry condition"of use. TRANS ID: LINK e.Design assumes 5.compuTrue Mem control over and assumes no rssponslbiley(*the n,�a..ry. EXPIRES: 12/31/2015 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 e.This design Is furnished subject to the Rmealiens set forth by 8.Plates shall be located on both faces of Wes,end placed so their center TPMNIGA in BCSI,copies of which viii be furnished upon request. Ines coincide with Joint center line. .Digts intlktn sire f plats in Inches.MiTek USA,Inc./Com uTrus Software 7.6.7 1L E 10. Per basic connector plate design values sea ESR•1311,ES11-1 gee(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: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -429) 1890 19- 8=) -207) 891 2x6 KDDF #1&BTR T2 2- 3=(-7919) 2118 13-14=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-5640) 1758 14-15=(-1308) 4972 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) 1968 16-18=) -67) 201 15- 5=( -468) 1971 2x4 KDDF #16BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5948) 2163 18-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 952 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=) 0) 146 BC LATERAL SUPPORT <= 12"OC. DON. 9-10=(-4779) 1584 17-1B=(-1725) 5314 TC CONC LL( 966.7)601( 130.7)= 597.3 LBS @ 3'- 0.0" 10-11=(-4869) 1558 17- 7=( -270) 659 = TC CONC LL( 466.7)+DL( 130.77= 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 18- 7=( -399) 374 NOTE: 204 BRACING AT 24"OC UON. FOR 7-19=) -932) 360 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BSING MET. BEARING MAX VERT MAX BORE BAG. 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-CONCULR6NTLY. 39'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) IT 11: Heel to plate corner = 1.75" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J VERTICAL DEFLECTION LIMITS: LL=1/240, 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 HORIE. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 '' '1 T 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. f 1' '' 4597.30# 1 '1 '1 4597.308 '' f 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 17 5 =M-66X6 M-3x8 =M-4x4 9 Q 9.00 load duration factor-1.6, T2 w NI. Truss designed for wind loads M-3x9 in the plane of the truss only. 4 + M-1.5x3 M-3x8 + o A 3 M-5x12o B of 1/ M-7x8 M-3x9 M-4x10 0 16 18 �9 201 p o M-1.5x3 M-4x12 0.25 M-3x10 M-3x10 I 0 M-3x4+ M-7x8(5) M-7x10 a 3.75 M-3x4+ 12 y , , y y y y ). )' ?,p P R 0�' J• 2-05-082-05-112-07-07 5-10-03 y 4-11-08 3-11-11 4-01-07 7-06-09 y y Cc...C' NE�c�`SE() 1-0Q-05-08 10-09-08 20-09 1-00 C ' l?l b I pFf!�ryt� C 1' 34-00 89200PE re JOB NAME : 3413-D POLYGON NW - C1 ...41P,0411-.... Scale: 0.1604 C) • ry. WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON •W., 1.Bolder and erection contractor should be advised of all General Notes 1.This delg I based only upon the parameters show)end is for an indlvtnel % "/,Y✓ Truss: C 1 and Warnings before construction commences. balding component.Applicability of design parameters and proper L. A,, A, 2.So4 compression web bracing must be installed where shown e. incorporation f component is the rosponstbilq of tae bolding destgner. �O 14r 0 3.Additional temporary bracing to Insure staNlIty during construction 2.Fon,Desigthtop oot bottom...chobraced to be laterally braced at - hlit roaponelblRy of the erector.Additional permanent bracing of e o c.and at 10 reeped.ely unless braced throughout their length by DATE: 11/30/2015 the overall structure le the responsibility of the build) de 0tnrpeu adgigraich asacng re uireerrore ssonodrywel(BC). '=f w`ii l";10- SEQ.: 0L �^ ^. streole 3.I e Impact bodging er lateral6. bracing required where shown r♦ 1-1 S EQ.: K 15 613 O 1 4.Na bad should be applied to any component ural after al bracing end 4.Installation of intoe Is the rospo ett'of the reapedoe centrero fasteners aro camplete end at no time should any pada greater than N.Design assumes trussesto be be used aresed In a non-corrostvs environment, TRANS ID: LINK dedgn loads be applied to any component. and are for dryconditionrofuse. 5.CompuTrus has no control over and assumes no responsibility forth. S.Design assumes full beefing el al supports shown.Shim or wedge If EXPIRES:12/31./2015 fabrication,handling.shipment and installation of components. necescary. 7.Deegna"""m adegpate drainage Is prodded. November 30,2015 S.This design b furnished sub)sd to the limitations set forth by S.Plates shall be fowled on both feces of truss,and placed so their center TPIANTCA in SCSI,copies of WO will be furnished upon request. lines coincide with 1niM water lines. M(fek USA,Inc./Com Tnla Software 7.6.6 1L E B.Digits Minds size of plate in Inches. W ( (- 10.For baste connector plata design velues see ENR-1371,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 #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 4024 -55/ 165H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PIP 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -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 1' I MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -V MAX HORIZ. TL DEFL = -0.001" @ 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, (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. uo 0 0 m oI "r 0 M-3x4 l l l 1-00 6-00 ( (y (PROVIDE FULL BEARING;Jts:2,9,3 I { /ry r( r,*c3 GINELrh' AS;.0� 89200PE fir"' JOB NAME : 3413--D POLYGON NW - AJ3 ,,411P.,"-,---- Scale: 0.4979 Cr WARNINGS: OThis design unless o theparen to OREGON 1.Builder and erection contractor should be aMtead stall General Notes 1. design h based only upon the parameters shown and le for an individual .�yy a_ y.' Truss: AJ3 and Warnings before conehuctbn commences. building component.Applicability of design perimeters and proper .2:/n, 7 ♦V 2.244 compression web bracing must be Installed where shown e. Incorporellon of component la the responsibility of the building designer. "" 2 `t 4 2 Design and at I O the top end bottom chords to be laterally braced at ,,y 3.Additional temporary bracing to Insure stability during construction 2 o e and at use 0.0.reep°dNely unless braced throughout their length by O e y3 is the responsibility of the erector.Addllonal permanent bracing of continuous sheathing such ss plywood sheathing(TC)and/or drywall(BC). 448'')ry I I N' DATE: 11/30/2015 the overall structure Is the reepontlbley of the building designer. 3.2t Impact bridging or lateral bracing required there shown a v 1� L^ SEQ. : K 15 613 0 2 4.No wed should be applied to any component until after all bracing end 4.Installation of tons is the reepon/MAry of the raspectNe contractor. fasteners are complete end st no time should any loads greeter than 5.Design assumes Mate.are to be used In a nen-corrosive environment, TRANS ID• LINK design wads be applied In eny nornponent end etc fer dry vondeon'of uee. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design assumes hail bearing at all supports shown.SW or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes eveedon drainageesetodded.es, November 30,2015 e.This design Is NmlMad wbjact to the...lions set forth by e.Plates shell be kcalatl on both races of truss,end placed w their center TPINWICA In BC51,copies of which will befurnished upon request. Anes coincide with'pint center lines. 9.DN.Indicate sin of Dale In Inches. MITek USA.Inc.JCornpuTrus Software 7.6.6(10-E 10.For basic connector Acte design values see ESR-/311,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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-198) 177 3-4=( -94) 36 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0"'PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 RODE ( 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. OND. 2: Design checked for net(-5 'C g psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.459" 0 MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" I MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.00 �w 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=1.6, oTruss designed for wind loads I in the plane of the truss only. 0 0 0 v o ► 5�' 0 1 M-3x4 l l l l• 1-00 6-00 1-05-15 �y_ 0(('PROVIDE FULL BEARING;Jts:2,5,3,4 ' I ~ '4CE4 /0 t.C� i' ,`._.. 89200PE r•-• JOB JOB NAME : 3413-D POLYGON NW - AJ4 � o Scale: 0.4704 '`� a� .• yy.. WARNINGS: GENERAL NOTES, unless otherwise noted: OR�QQ� * �V., Truss: AJ 4 1.Budder and erec to contractor Mould be advised of al General Nates 1.This design Is based only upon the parameters shunt and Is for an Individual � t� and Warnings before construction commences budding component Appgcabllty of design parameters end proper A,, '` 2.1x4 compression web bracing must be Instated where shaven«, 4:- incorporation of component b the responsibility of the budding designer. (y p �� 2 Design assumes the top and bottom chords to be laterally braced at L• 3,Additional temporary bracing to Insure stability during construction T o.c.end at f 0'a.c.rsapedNely unless braced throughout their length by O a Is the reaponslbNSy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TG)and/or drywed(BC). � i S DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2<loped bridging or lateral bradng required where shown.« tIl ri 1R SEQ.: K 15 613 0 3 4.No mad should be applied to any component untd ager ad bracing and 4.Installation of truss is the reapanslblfty of the respective contractor. fasteners aro complete and at no time should any mads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment. design pads be applied to any component. end era for"dry condifnr"of use. TRANS ID: LINK 6.Design assumes full earingatat supports shown.Shim orwedge if EXPIRES:12/31/2015 5.Commitrus has no control over and assumes no responsibility for IM awry, fabrication,handling.shipment and installation of components. 7.p>Wgn assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations eat bash by B.Plates shall be located on both faces of trues,end placed so their center TPNNICA In SCSI,copies of which MI be furnished upon request. Ines coincide cosh joint center linea 9.Digits Indkate she of plate In inches. MiTek USA,lnc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ES13•131 t,ESR•tgeo(MiTek) This design prepared from computer input by SP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 68 2-12=(-383) 2192 12- 3=1 0) 331 8-17=(-132) 673 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2848) 584 12-13=1-271) 1629 12- 4=(-138) 616 17- 9=1-221) 211 WEBS: 2x9 KDDF STAND 3- 4=(-2564) 627 13-15=1-225) 1664 4-13=(-321) 203 LOADING 4- 5=(-1831) 493 19-16=1 -9) 60 13- 5=(-191) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1911) 495 16-17=1-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.3 PSF 6- 7=1-1662) 508 17-10=1-317) 1430 6-15=1 -2) 220 TOTAL LOAD = 92.0 PSF 7- 8=(-1298) 429 14-15=1 0) 90 -- 8- 9=(-1718) 961 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 68 16- 7=1 -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-17=(-503) 166 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC '3.012. 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/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.659" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 4 1 T 2-07-04 3-06=05 3-10-02 3-03-05 5-05-11 5-03-10 4-10-11 5-01 1 4 1 1 T T 1 1 T Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x6 M-4x6 9.00 7' S M-3x4 M-3x8 Q 9.00 Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6 7 \ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .. load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 M-3x6 � o.,o+ --,,((o c 1 t 13 �15& ' i M-3x8 0 1 of M-5x10 I M-1.5x3 5x3 0.256 M-3x8 M-3x6\I. 01 0 0 M-3x4+ M-5x8 -M-6x6(5) 0 d 3.75 M-3x4+ 12 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 ,< (N 1-00-05-08y 10-09-08 y 20-09 1-00 a '. ��� 4� y ), 44 177 34-00 89200PE: r JOB NAME : 3413-D POLYGON NW - C2 Scale: 0.1609 WARNINGS: GENERAL NOTES i ss otherwise noted 1.Builderand eredbnoentadMould cfallGeneral Notes 1.This design I based show only pontheparametersshoandIsforenIndividual •y' OREGON !r¢.. Truss :C2 and Warning.before con.tructlon commences building c po •C Applicability of design parameters end proper L. A4� 2.2a4 compression web bradng must be Installed where shown.. Incorporate f po gem b the rospoalblty of the building assigner. < ! }r (T` 2.Design assn ma top and bottom dwrde to be laterally braced at G ,tea 3.Additional temporery bracing k Mute stability during constructlon T o c and 11R ,respectively.mase Mead throughout melt length by 14 a ce Is me responsibility of the erector.Additional permanent bradng of eofl0nuaue she tm g kith its plywood eheathing(TC)and/or drywah(BC). ''rl w"Pn ry i r DATE: 11/30/2015 the overall structure Is me responelbeny of building designer. 3.Is impact bridging or lateral bracing required where shown.. 'r'1 R L SEQ.: K15 613 0 5 4.No load should be applied to any component until seer al bradng and 4.Inetalatbn of 1,0..:.the responsibility of the respedNe contractor. fasteners are complete and at no time Should any loads greater than 5.Design assumes tress.s ere to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry o n,.lt,n"cruse. " 5.CompuTms has no control over end wanes no responsibility forma B.Design ad:aeenng at el wpporh atawn.Shim or sedge If EXPIRES: 12/31/2015 fabrk.Ban.handling,shipment and installation of component.. 7.Design assume.sceq.ate drainage I.provided. November 30,2015 8.This design is fumlahed subject to the limitations set forth by 8.Pates shall be baked an both faces of truss,end placed so then center TPINVTCA In BCSI,copies of whkh will be furnished upon request. Inca coincide w.15 joint center tines. 9.Digits indkate We of pate in inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connect doe design values sae 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2157 14- 3=( 0) 331 BC: 2x4 KDDF #16BTR SPACED 24,0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1629 14- 4=(-150) 618 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 758 15-17=(-359) 1669 4-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=1 -14) 60 15- 5=(-216) 831 TC LATERAL SUPPORT <= 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. UON. DL ON BOTTOM CHORD = 11.0 PSF 5- 7=(-1911) 534 19-12=(-401) 1930 7-17=1 -13) 234 TOTAL LOAD = 92.0.PSP 7- 8=(-1662) 618 16-17=( 0) 90 8-10=(-1298) 511 17-18=(-339) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 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=(-1990) 591 - 8-19=(-512) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1 0) 68 10-19=(-193) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE'. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 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 = 1.659" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 1' 1 f f MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 2-07-04 3-06-05 3-08-01 2-0a-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 4 1 4 4 1 T 4 1/ 1 1 'f MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 10-00 10-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" / / 4 4 6 9 1 12 M-4 x 6 12 9.00 M-3x9 M-3x8 M-4x6 Design conforms to main windforce-resisting 5 7 e 0 900 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 / - load duration factor=1.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. M-1.5x3 • o M-3x6 00 14 15 17 e --- M-5x10 M-3x8 0 16 },e 19 1 3 O. 1 ) M-1.5x3 0.25 M-3x8 M-3x6 0l M-3x4+ M-5x8 -M-6x6(S) - 13.75 M-3x4+ 12 l l l l l l y ,d p A 04 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 - 9-07-15 .<(' IN 1-00-05-08 10-09-08 y 20-09 1-00 C ' � �N �i9 . l 34-00 l 'Sr 89200PE c JOB NAME : 3413-D POLYGON NW - C3 .,/, ,/�!" '' Scale: 0.1604 /'�w WARNINGS: GENERAL NOTES, Men otherwise noted: OREGON wt„ t.Bulder and erection contractor abode be advised of al General Notes 1.This designI based y upon the parameters shown and Is for an individual Truss: C3 aro Warnings before oonsirudlon commences. building component.Applicability of design parameters and proper 4 A4 2 34 compression web bredng must be Installed where shown 4. incorporation I component Is the responsibility of the building designer. �/""� �.r 1 4 e ' 3.Additional temporary bracing to Insure stability during construction 2 Design en top and bottom unlesschoa to be lalerale braced at Is the responsibility of the erector.Additional permanent brsdng of 2 o.c.a tl t e. such..sty see braced throughout their length MNoti DATE 11/30/2015 the overall structure 1s me responsibility of the building designer. tontine sheathing athing won as plywood sheath where a and/or drywaRBC). Mr'ti R 10- a 3.in Impact bridging or lateral bracing required shown.. /t SEQ.: K 15 613 0 6 4.No load should be applied to any component until after a8 bracing and 4.Installation assumes truss Is Me responsibility of the respective contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes Wsses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition'of use. EXPIRES: 5.CompuTnn has no control over and assumes no responsibility for the 8.De.ipr somas fel bearing at a8 aupporfe shown.Shim or wetlga II 12/31/2 01 5 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage k provided. November I.. 30,2015 6.This design is furnished subject tome limitations set forth by 6.Plates shall be boated on both faces of tons,and placed so their center TPUWfCA H BCSI,copies of whish MI be furnished upon request. Ins coincide with joint center line, 9.Digits Indicate etre of plate in Inches. MITek USA,Ina./CompuTruus Software 7.6.6(1L)-E 10.For basis connector plate design values see ESR-1311,108-1988(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 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=1-209) 1516 10- 3=( 0) 294 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=1-1962) 915 10-11=1-210) 1519 3-11=(-976) 295 WEBS: 2x4 KDDF STAND 3- 9=1-1502) 458 11-12=(-140) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1084) 439 12-13=1-240) 1942 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0'POE 5- 6=1-1084) 434 13- 8=(-239) 1994 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0.PSF 6- 7=(-1502) 958 6-12=1-152) 556 TOTAL LOAD = 92,0 ;SF 7- 8=1-1962) 915 12- 7=1-476) 245 -- 8- 9=1 O) 68 7-13=( 0) 294 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY I3C"2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM CP 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 = -0.069" @ 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 'l' f T T Design conforms to main windforce-resisting 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 7-02-12 system and components and cladding criteria. Wind: 190 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4X6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 4 'M-3x4CZ]9.00 load duration factor=1.6, j/All 5 ` Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 3 11 A 0 0 ti p - 10 it 12 13 p l1 -3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 l M-5x8(5) M-5x8(S) ct-��� Pitp F6' 1 1 1 1 1 1 5 S4. ,�o,`(aINE t7 7-01 6-06-15 6-08-03 6-06-15 7-01 '1' �j 1-00 34-00 1-00 ,( ' 89200P.E r""" JOB NAME : 3413-D POLYGON NW - C4 / Scale: 0.1602 'e WARNINGS: GENERAL NOIES a unless*itemise noted 0 j�4'y�., 1.abider and erection contractor ehoub be advised 01.1 General Notes 1.This designis based only pon the parameters shown end is for an Indlvldual OREGON 1.4, Truss: C4 and Warnings before conNrudbn commences, building component.Appll ablllty of design paremetere and proper G ♦l+s A, A 2r4 comprenbn web bradng must be installed where shown e. incorporation f component la me responsibility olthe building designer. ' '47)- 2. `e �4 3.Additional temporary ion to insure stabil Burin 2 Design assumes the too and bottom chords to be througWankhout braced at Po 7AY 0 construction T o c and at 10 epedkely unless braced throughout their length by �y f Is the responsibility of IM erector.Additional permanent bracing of continuous sheathing'uch as plywood sheathing(TC)and/or WywvR(BC). 4fe 1?[I i( t DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown.. l 1'l 1r v SEQ.: K 15 613 0 7 4.No bad should be applied to any component unto after all bracing and 4.Installation abuses Al the responsibility of the respective contractor. fasteners are complete and at no time should any load"greater than 5.Design assume.trusses ere to be used In a noncorrosive environment design bade be applied to any component. and are ler-dry sandman"of use. TRANS ID: LINK 6.Design assumes hxbalding etsAsupports shovel.Shim orwedge If EXPIRES:12/31/2015 5.CompuTras hes no control owr and esaumsa no responsibility for thenecessary fabrication,handing,ahipmenl and instelletinn of components. 7,Design assumes abayuate drainage is prodded. November 30,2015 8.This design is tndehed subject to the limitations set forth by 8.Plates shall be bceted on both faces of truss,end placed so their center TPIWTCA In BCSI,copies of which 001 be furnished upon request. Anes coincide w0h)ohd center lines. MRek USA,Inc.IComlwTrus Software 7.6.6(1LEEE o For Oplbed°indicate eke plpateign values pts Sinn values see E5R•1311,ESR•i BBB(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 #169TH LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=( 0) 294 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 527 12-13=(-314) 1520 3-13=(-475) 232 WEBS: 2x4 RODE STAND 3- 4=(-1502) 569 13-14=(-183) 1149 13- 4=(-181) 567 LOADING 4- 5=( 0) 0 14-15=(-334) 1442 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 ESE 4- 6=(-1084) 516 15-10=(-333) 1444 6-14=(-198) 125 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1084) 516 8-14=(-181) 566 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-476) 232 8- 9=(-1502) 569 9-15=( 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 9-10=(-1962) 527 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC. 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 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" 15-11-11 2-00-10 15-11-11 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed= 0.133" 1' 1' 1' 1' MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" I / 7-02-12 / 6-06-15 /2-02-/08-06-05-02 / 6-06-15 / 7-02-12 MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 14-00 f T 5 7 1 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-9x6 N 9.00 V 4 M-3x4 N9.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I End vertical(s) are exposed to wind, Truss designed for wind loads M-Sx8(S) M-ax8(S) in the plane of the truss only. 0.25" .:25" 'e vL l O O , rwi -3x5 M-11 5x3 10.25" 0.2514 M-11`_x3 M-3x5+v 1 o g� �i�y t- M-5x8(5) M-5x8(5) �1. 4G� rR I- 'syn y 7-01 y 6-06-15 y 6-08-03 y 6-06-15 7-01 y ` t.t[«+ 1 ` � d9' 1, 1 1 )' , 1 1-00 34-00 1-00 417 =9200PE c-- JOB NAME : 3413-D POLYGON NW - C5 Scale: 0.1602 WARNINGS:& GENERALNOTES,Is Llyupo(S ,,Cr1. contractorshould parameters parameters shown and Is bran IndWWual y., Truss: C 5and Warnings before ansimdbn commences building component Applicability of design parameters antl proper V 2.2s4 compression web bracing must be Installed where shown a. incorporation of component Is the responsibility of the building designer. /+ 2.4 Sex.. 2 Design whim.the top end bottom oreb chords be!literally braced et 3.Additional temporary bracing to Insure etadlgy during construction T o.e.and at 70'o.c.nspadlvaty unless braced throughout their length by is the responsibility or the erector.Additional permanent bndrg of continuous sheathing such as plywood sheathing(TC)and/or drywelf8C). '4114? "7, 4?('R'i{ \_ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2i hoped bridging or latent!bracing required where Mown++ (1 I l 1+ SEQ.: Ki5 613 0 8 4.No load should be applied to any component until eller al bredrg and 4.Installation of true.la the responsibility of the napecthe contractor. fasteners are complete and at no time should any loads greater than 5.Design aaeumes trusses are to be used Ina nonconeelve environment, TRANS ID: LINK design loads be applied to any component, and are for"dry condeen"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.De siign eseumea full bearing at•A koe supports shown.Shim or dge if EXPIRES:12/31/2015 fabrication,handling,shipment end installation of components. ry 9,This design!e furnished subject to the Irrigations set forth 8.Pelle"sabe led"feoth'face"Prus's.anNovember 30,2015 ) by 8.Plates shalle located on both race.of Imes,and plana so their center TPtNJTCA in SCSI,copies of which MA be furnished upon request. Ines colndde with joint caller lines. Trus Software 7.6.7(11_)-E 9.0igits indicate she of plate In inches. MITek USA,Inc./Com Pu70.For basic connecter plate design values see ESR-1311,ESR•!gee(MITsk) 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: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0 68 2-10=(-215) 1640 3-10=(-246) 209 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2- 3=(-1996 912 10-11=(-153) 1374 10- 4=1 -60) 472 WEBS: 2x9 KDDF STAND 3- 4=1-1748 960 11-12=(-153) 1254 4-11=(-615) 289 LOADING - 4- 5=1-1271 955 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1271 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1748 960 6-12=1 -60) 473 TOTAL LOAD = 92.0 PSF 7- 8=1-1946 412 12- 7=(-296) 204 OVERHANGS: 12.0" 12.0" 8- 9=( 0 68 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -272/ 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= -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL= -0.148" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL= -0.002" @ 35'- 0.0" Allowed = 0.100" 1' f f MAX TL CREEP DEFL= -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" f '1' j' 'l' 'f { f MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 17 ' 9.00 4.0" Design conforms to main windforce-resisting 5 .h( system and components and cladding criteria. ii Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(8) Ns\M-5x6(5) load duration factor=1.6, Truss designed for wind loads 0.25" 0 25„ in the plane of the truss only. 4 6 4,. :L M-1.5x341/ 6 M-1.5x3 AL a o 4. 12 I rII -3x5 M-3x9 I. 10.25" M-3x4 M-3x5 ai M-5x8(S) a t4, PF�JF J• y 8-08-03 8-03-13 8-03-13 8-08-03 1 1 ',� �Ca1N,E�'9 /� 1-00 34-00 1-00 4t. 89200PE r' JOB NAME : 3413-D POLYGON NW - C6 Scale: 0.1602 WARNINGS: GENERAL NOTESoe°eoth°mieenoted. OREGON i(/ Cr I.Bolder end erection contractor should be advised of a8 General Notes 1.This designband only upon the parameter.shown and Is for an Individual Truss: C6 and Warnings before con truclbn commences. bolding component.Applicability of design parameters and proper 1.. qy � 2.2t4 compression web bredng must be Installed where shown.. mwrporatbn of component Is the roepondblity of the bolding daelgnsr. 2.C‘ �4, 3.Additional temporary bracing to mwre stability during construction 2 Design assume°Iha lop and bottom chords to be Wordy braced et �� 4° I°the responsibility of the ender.Additional pounced bracing of 7wo.c.end et 1G m.c re°pe,cA.ly unless braced throughout the&bngih by /(I DATE: 11/30/2015 the overalehudurolathe responsiblityofthe bidding destgner. 3.2impact bNchgein'or°terlbadgh.,..eo,raarywan(Bc). `l"i/:`UIri t- bridging or blend br°dnoplywoodsherequired where°haws.. a'1 SEQ.: K 15 613 0 9 4.No bad should be applied to any component uml after el bredng end 4.Indention of trust I.the ro°pondbilly of the respectiverespectivecontractor.contractor.fasteners are complete and et no time should any bads greater than 5.ledge assumes hones ere to be used in e non-corrosive environment. TRANS ID: LINK design loads beapplbetoany componsm. .nd.r.for^dywulnlon^of°... 5.CumpuTms hes no worn'over and assumes no responsibility for the e.Design...ones MI bearing•'.l supports shave.Shim or wedge if EXPIRES:12/31/2015 ce°ssry. fabrication.handling,enlpment end ineta8atton of comments. '.Design assumes boadequate both to truss.prodded. November 30,2015 8.This design b furnished subject to the INnlelbna set forth by S.Plates aMA be boded on both faces of truss,and placed w their tamer TPWWCA in SCSI,copies or MVO wit be fumbhed upon request. inee coincide with joint center lines o Digits indicate� p; inches. MITek USA,Inc.(CompuTrus Software 7.6.6(1L)-E For bade orpad.elnc values see ES8•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/Cit=1.00 TC: 209 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 BC: 2x9 KDDF #1&BTR SPACED 24,0" O.C. 2- 3=1-1992) 606 12-13=(-407) 1700 12- 9=(-137) 669 WEBS: 2x9 KDDF STAND 3- 4=(-1720) 593 13-19=(-407) 1700 12- 6=(-611) 212 LOADING 9- 5=1 0) 0 14-10=(-418) 1932 13- 6=( 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1302) 524 6-19=(-605) 197 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1312) 528 8-19=(-125) 665 TOTAL LOAD = 92.0 PSF 7- 8=1 0) 0 19- 9=(-209) 176 ' - 8- 9=(-1720) 604 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1942) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUMOF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ I97H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked fox 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 = -0.079" @ 17'- 0.0" Allowed = 1.659" 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 1 T T T 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 4 T 4 1 4 T - 'f T 10-00 10-00 Wind: 140 mph, h=29ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a' 7 f---------7 a' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 5 12 9.00 7 M-9x6 End vertical(s) are exposed to wind, M-9X6 Q 9.00 Truss designed for wind loads 4 M-3x8 in the plane of the truss only. 6 / pm. t M-1.5x3 \ M-1.5x3 S + + N.0 0 12 ® 14 1 c i I IM-3x5 M-3x8 0.25" M-3x8 M-3x5 �i ^ 1'��y M-5x6(S) ��'? V i'!���'CCtS y y 9-07-15 y 7-04-01 y 7-04-01 y 9-07-15 y ‹...1> 44y(jt�N;E'4r� fp2. 1-00 34-00 1-00 89200PE v" JOB NAME : 3413-D POLYGON NW - C7 / Scale: 0.1602 „) WARNINGS: GENERAL NOTES, uriess otherwise noted OREGONTruss: C 7 and Whl„ 1.Braider and eredbn conbador should be advised of a8 General Notes 1.This design Is based only upon the parameters Shawn and Is for an individual amhys before construction commences. building component.Applicability of design parameters and proper L, Nin ". 2.204 compre.bn web bndng must be Metalled where ehovn*. incorporation of component Is me responsibility of the building designer. :11' {' Sc) 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap ant bottom chords la los Mundy braced at - y � la me napmMbllity erne erector.Additional permanent bracing of To.c.end al 7P a.c.each.plywoodly .bowed throughout their length by �q 11/30/2015 the overall structure la the responsibility of the building designer. continuous sheathing such as shoe whereC)and/or drywag(BC). ffr ii RIO- DATE: n03.2t Impact bridging or lateral bndng required shown.. SEQ.: K 15 61310 4.No bad should be applied to any component until eller ail bracing and 4.Installation of truss la the are of the reapedee conk-agar.fasteners are complete and al no time should any loads greeter than 5.Design assumes trusses are Is M bbe e wed d In a non-corrosive environment, TRANS ID: LINK deagnloads beapplied toany component. end ere for"city condition.ofuse. 5.t nnpuTrue nes no control over end assumes So responsibility for me 6.Design assumes kill bearing at all supports ahown.Shim or wedge if necessary. EXPIRES:12/31/2015 fabrication.handling,ahipment and installation of components. 7.Designgnassumes adequate drainage Is provided. November 30,20 1 5 e.This design is hnnlahed subject to the limitations set forth by S.plates shag be located on bath faces of truss,and placed so their center TPW 0'CA m BCS!,copies of which NI be furnished upon request. lines ceindde with joint canter linea. 9.Digits Indicate ahs of plate in inches. MiTek USA,Inc./COmpuTfus Software 7.6.7(1L)-E 10.For basic connector plata design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-291) 1505 3-11=(-219) 211 BC: 2x9 KDDF #165TR SPACED 24.0" O.C. 2- 3=(-1942) 492 11-12=(-279) 1698 11- 9=(-122) 659 WEBS:2x9 KDDF STAND 3- 4=(-1720) 474 12-13=(-274) 1698 11- 5=(-596) 183 LOADING 4- 5=(-1300) 440 13- 9=(-339) 1432 12- 5=( 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1301) 453 5-13=(-599) 162 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=( 0) 0 7-13=(-106) 658 TOTAL LOAD = 42.0 PIF 7- 8=(-1720) 494 13- 8=(-218) 199 _____________________________________ 8- 9=(-1942) 510 NOTE: 209 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -240/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 4 1 T 4 5-01 4-10-11 7-00-05 6-02-05 1-00 4-08-11 5-01 Design conforms to main windforce-resisting f 1 f I ' f . f system and components and cladding criteria. 10-00 Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 6 M-4x6 12 load duration factor=1.6, M-3x81:1441110.,...::\N9.00 End vertical(s) are exposed to wind, 9.00 5 Q 9.00 Truss designed for wind loads wee �\ in the plane of the truss only. M-1.5x3M-1.5x3 71.1.1/11. + . } o oy o ® r 13 L• 0 0o - xM-3x8 0.25" M-3x8 M-3x5 0' M-5x6(S) { Q Poppe , 9-07-15 7-04-01 7-04-01 9-07-15 y y L y � �'"° '= �p 1-00 34-00 1-00 't �Z� PE t-" JOB NAME : 3413-D POLYGON NW - C8 /-°0'' . Scale: 0.1852 -'"�.�1 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON wa„ 1.Builder and erection contractor should be advised of al General Notes I.This design Is bawd only upon the parameters shovel and Is for an Individuala�� 1.0 Truss: C8 and Warnings before conetnictIon commences. bulding component.Applkabillty of design parameters and proper le* '1 os A 2.2x4 compression urate bredng must be installed where shovel e. Incorporation of component Is IM responsibility of the building deNgner. ,,:o p �4 2.Design assumes ms top and bottom chords to be Wendy braced et 3,Additional temporary bracing to Insure etabllly during construction Y a.e.and at 10 a.c.respectively unless braced throughout their length by a h the responlMNly of the elector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryaal(BC). /4S1r1'] �� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bredng required where she.v o 1-'7 SEQ.: K 15 61311 4.No load should be applied to any component untl after all bradig and 4.Installation of truss the reespo leeup�e I the contractor. ntrac mm.m, fasteners are complete end al no Sone should any keds greater men Design assumes TRANS I D^ LINK dseign loads be applied to any component. end are for"dry melon.of see. 5.CompuTrus has no control over end eesumee no responsibility for the S.DeNgn assumes full beating et an euppona shown.Horn or wedge If EXPIRES: X P I R ES: 12/31/2015 2/31/201.5. fabdcalbn,handling,shipment end installation of components. °e°sign ass C/'lr (T Gal G try LV I J '.D°teseye beeaadeddrainage hprovided. November 30,2015 6.This design b furnished subject to the limitations set forth by S,plates Neap be bated on both has of Inns,and placed so their center TPNWTCA In SCSI,copies of which 041 be furnished upon request. Anes colndde with joint center Imes MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to. tFor e bads connector pletdets Indicate Ws of plate n chas design vahee see E50.-1311,ES14•1'688(MlTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3056) 514 14-15=(-282) 2304 14- 4=( -108) 46 WEBS: 2x4 KDDF STAND 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=( -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4466 15- 5=( -224) 1254 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2318) 460 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 814 18-12=(-954) 4966 6-16=( -146) 1030 TOTAL LOAD = 42.0 PSF 7- 9=(-4666) 1026 16- 7=( -724) 286 -- ---- 8- 9=( 0) 0 7-17=( -418) 766 NOTE: 2x4 BRACING AT 24"OC SON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 34'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 418 11-12=(-6616) 1366 10-18=) -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=( 0) 68 18-11=( -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PUP LIMITED STORAGE BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) M-3x4 where shown; Jts:2,4,6-7,10,14 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -393/ 2254V -157/ 157H 5.50" 3.61 KDDF ( 625) 34'- 0.0" -990/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) _.,r- ) 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN /V nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 206 bottom chords, I 9" oc in 1 row(s) throughout 2x4 webs. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 T- T .( T 3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-C9 1-0603-073-01-06 3-04-14 Design conforms to main windforce-resisting ,( ,( ,( ,f ,( 1 - ,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, 598# T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 8 M-4x6 12 load duration factor=1.6, 9.00 5 6 7 • Q 9 00 End vertical(s) are exposed to wind, 4111pyy `,� Truss designed for wind loads 0 in the plane of the truss only. M-1).5)0M-1.5x3 3 1 o li /IIIIII/ . 1 14 15 1 17 18 �3 o M-3x8 $•25,� M-3x8 M- 8 0 M-7x8(5) M-7x8 025# t` v P R Qp b , l I ,l j' y �c, GINE /06-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 �� j�y y y y 1-00 34-00 1-00 89200PE r•,: JOB NAME : 3413-D POLYGON NW - C9 / . Scale: 0.1839 '' ..s•� A p e+t„ .Builder WARNINGS: O. hRAe design NOTES, unless up onthrwise para ate y' !'OREGON �4 1.Bottler mtl erection contrsdor should be aMlsetl of al General Notes 1.This tlesign b based only upon the parameters shown and Is for en Individual Truss: C9 end Warnings before construction commences. building component.Applicability of design parameters and pope, 44. 2.254 compression web bracing must be installed where shown Incorporation of component Is the responsibility of the bunting designer. /Q 1r 14 2 2.Design assumes the top and bottom chords to be/Merely braced al G py, 3.Additional temporary bracing to haute stability during construction T o.c.and at 10 o.c.reapecdvely union braced throughout melt length by a R- isthe responsibility of the erector.Additional permanent bracing of continuous sheetmng such as plywood sheathing(TC)and/or drywal(BC). M�ii RIO- DATE: 11/30/2015 the overall structure Is the reeponaa4By of the building dealgner. 3.2s Impact bridging or lateral bradrg required Where Mown O s SEQ.: Ki5 61312 4.No bad should be applied to any component unfit after al bracing and 4.installation of twos Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Inoses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. - and are for'dry condition"of use. 5.CempuTrus has no control over and assumes no responsibility forth. 8.Deestco assumes full bearing at ail supporta ahovm,shim or wedge if EXPIRES:12/31/2015. fabrication,handling,shipment and installation of components. 7. ry. Design °"l bbe adequate de`on bath faces Dams%s November 30,2015 8.This design b furnished subject b the limitations set forth by g.Plates shall be located on both laces of Mra,and placed so their center TPINOfCA In SCSI,copies or which will be furnished upon request. Ines cohdde with(ynt center lines. MRek USA,Inc.ICompuTrus Software 7.6.7(11)-E In FopbYcooate ntooria%bgn values pplat Ngov.lues see ESR-7377,ESR-7833(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: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x9 KDDF STAND 3-9=( -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 BEG 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 POP Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL=-0.007" @ 2'- 9.4" Allowed = 0.170" MAX TL CREEP DEFL=-0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL= 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL= -0.037" @ 4'- 7.1" Allowed = 0.269" 1- T MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 17 4 -, Design conforms to main windforce-resisting 0 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 I End vertical(s) are exposed to wind, o Truss designed for wind loads Nin the plane of the truss only. Al I o al O �� o 1 m i M-1.5x4 �� M63x4 0 0 M-3x4 M-3x5 2-03-12 4.-11-04 0-09 l l l 1 ) pRoF 1-00 2-05-08 8-00 5-06-08 5�� 4` l (PROVIDE FULL BEARING;Jts:2,4,7 I r` e„\ ' �" � C.l@!�/l_ 17 awl ` '' w 89200PE <" JOB NAME: 3413-D POLYGON NW - CJ2 - .0.. " Scale: 0.5126 w ,�♦/r',�' WARNINGS: GENERAL NOTES, unless othereae noted �/r , O, A / 1.Builder and erection contactor should be edvlssd of all General Notes 1.This design Is based only upon the parameters shown and Is for en ledlvldual /Q .4!JREGON 1 _ � ( ..5_ Truss: CJ2 end Waminga before construction commences. building component Applicability of design parameters and proper T' 2.204 compression web eradrp must be installed*ere shown a Incorporation of component la the reepon.bllty of the building designer, 3.Additional lemperery bndng to Insure at WIG during sonsWclkn 2 Design assumes the top end bottom chords to be bteroly braced al - (:FiR RA- T IB the regronsidlly of the erector.Additional permanent bracing o! T cess and et 10'o.c,cash..ply unless braced throughout their length by 4: V continuous sheathing such as plywood sheathing(7C)ander drywal(BC), DATE: 11/30/2015 the overall structure 1s the reeponalblity of the building designer. 3.2s Impact badging or lateral Wade)required where shown•+ SEQ.: K 15 613 13 4.No load should be applied to any component ural after ail bracing end 4.Installation of truss le the responsibility of the reepec8Ne contractor. faeleners are complete and at no time should any loads greater than 5.Design...wees trusses are to b.used in a a noncorrosive environment end are or"dry condllon'oluss. EXPIRES:12/31/201 TRANS ID: LINK design loads be applied to any component. 5.CompuTrue has no control over end assumes no respomlbllty ler the B.De Nss��rymss hilt batwing al al supports Moven.Shim or wedge If November 30,2015 fabrication.handling.shipment and Ineegatkn of components. 7.Design assumes adequate drainage is provided. B.This design la furnished subject to the limlatkne eel forth by B.Pates shell be located on both face.Ohms,and placed n their center TPVWTCA in SCSI,copies of which roll be furnished upon request. Ines coincide with(oat center lines. H.Digits indicate eke of pate In inches. Mtiek USA,Inc.ICompuTrus Software 7.6.7(1L)-Z 10.For bask connector plate design values see ESR-1371,ESR-19115(Wok) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=1-184) 300 5-3=( 0) 68 WEBS: 2x4 KDDF STAND 3-4=( -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 ERG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 926V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 POP 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 kOND. 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_11MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed= 0.270" MAX TL CREEP DEFL= -0.023" @ 2'- 3.8" Allowed= 0.359" 1' 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" 9.00 12 (k) MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. ar 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), M-9x6 et load duration factor=1.6, End vertical(s) are exposed to wind, c Truss designed for wind loads in the plane of the truss only. e O IMIIIIIIImmwmm..._ 7I l �, r M-1.5x4 r.- 0 M-3x4 M-3x5 l l l l y l 2-03-12 l 4-11-04 0-09 l 0 PiC1F�CS 1-00 2-05-08 8-00 5-06-08 (^�f N����1�+n�y6 (PROVIDE FULL BEARING;Jts:2,4,7 I �..y14 V.Ni.ar`A ��0 44/ , 89200PE: ��` JOB NAME : 3413-D POLYGON NW - CJ3 Scale: 0.4686 '. � ^'4 WARNINGS: GENERAL NOTES, unless otherwdse noted 7f40:„O' REGONt, ,C4,1.Bulder and erection conneder should be advised o!e8 General Notes t.The desig is b d only upon tiro parameters shown end Is for an Indhldual w �� `� Truss: CJ3 and Warnings before construction commences. balding component.Applicability of design parameters end proper W 2 244 compreeslon web bracing mud be installed where Mown aIncorpo 11 of component b the responsibility of the balding designer. {� bracing to Insure stability during Wndructbn 2.Design assumes the fop and bosom chords to be laterally braced at �y �l V 3.Additional temporary Is the responsibility of the erector.Additional permanent brecmg of 7 o.c.and at 70 c.c;reapecNay unless braced throughout their length by ti 4+ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 20 Impact sheathing archasb plywood requiredsheatwhet shown) •r tlrywap(BC). 3.24 Ingest Mdping for lateral bracing whore shown�• SEQ.: Ki5 61319 4.No bed should be applied to any component until alter Cl bradng end 4.Installation ethos..the responsibility of the respect0e contractor. adenem are complete end et no time should any bads greater than 5.Design assumes trusses are to be used in a non.eorrosies environment. EXPIRES: 12/31/2015 TRANS I D• LINK design bcomponent. ads be applied to any and are!or'dry condeion"of use. B.Campurrus hes no control over and assumes r responsibility for Me 6.Design assumes he:bearing dal supports shown.Shim for wedge If necessary. , November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adquate drainage Ie provided. 6.Ras design la furnished subject to the limitations set forth by 8.Plates shell be located on both hoes of hues,and paced so their center TPIWTCA In SCSI,copies of which wlN be furnished upon request. Ines aoinolde eeh joint center lines. 9.MITek USA,Inc./CornpuTrus Software 7.6.7(1L)-Z 10.Poorits b Isicconnecter ate dee ppatsInign plate design values see ESR-1311,ESR-1988 Wok) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 2x4 KDDF STAND; 3-4=(-122) 92 3-7=(-482) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12^OC. UON. TOTAL LOAD = 92.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 969V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.1" LL = 25 POP Ground Snow (Pg) 7'- 3.0^ -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= 0.027" @ 2'- 4.4" Allowed = 0.359" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" 1 1' -/ MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030^ @ 7'- 3.0" 1( i Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads H in the plane of the truss only. I m Li, M-4x6 3 MMEIM11111111111111=1111.1111111- II-" II -/ o g8 0 y w922-4 �, -E rM-1.5x4 _ o o - Mb3x4 0 M-3x4 M-3x5 y 2-03-12 y 4-11-04 y0-09y � a PRQFe 1, 1, 1, 1. . ts$ 1-00 2-05-08 8-00 5-06-08 it � ,T�t"� E ;r� p (PROVIDE FULL BEARING;Jts:2,7,4 I �'t/ �� 1- 89200PE r-- JOB NAME : 3413-D POLYGON NW - CJ4 :T Scale: 0.3929 WARNINGS: GENERAL NOTES, unless othenvhe noted: �� OREGON A.I.Balder and erection contractor should be adsind of an General Note. 1.This design Is based only upon the parameters shown and is for an mdvldusl 1f^i ^4 Truss: CJ4 and Wemingsbefore consrudbncommences. buldingcomponent.ApplicabintyofdesgLIQ - design 1 42,V -�'-. 2.2x4 compression web bracing must be installed where shown.. Incorporation or componentI.the reeponelbAity er the bunting delegner. (yp` 3.Additional temporary bracing to insure stability Being construction 2 Design assumes the topandbottom unlesscholet to be througaterallyhout breced et �R 7 R.I�� V is the responsibility of the erector.Additional permanent lending of cro7 este and at ee c.c.respectively braced throughout their length by C: DATE: 11/30/2015 the overall structure Is the responsibility fthe bund) 24 impa t Meaning such l bs plywood requsheatired where)andbr dryweA(BC). o •g designer. 3.In Impact badging or Mewl bracing re of the shown+ SEQ.: K 15 61315 4.No load should be applied to any component until after all br•dng 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 tra..ee are to be used In a non-corrosive environment and ere for"dry condition"or use. EXPIRES: 1 /3112015 TRANS I D" LINK design loads be applied to any component. 5.compurrus has no control over and assumes no responsibility for the e.Gne stsse�ry.um.a bel bearing at an supports show,,.shim or wedge a November 30,2015 fabs.tan,handling,.hlpm.nt and Installation of components. 7.Design mum.adequate drainage is provided. 6.This design is furnished subject to the imitations set roan by B.Plates shag be located an both faces of truss,end placed so their center TPINVICA in SCSI.copes of which MI be furnished upon request. Ines coincide with:dm ceder lines. MiTek USA,Inc./Com Trus Software 7.6.71LZto.For emdluteeinesippat.eignraal W ( .DIONidcateshe t pate In design values see E6R•1311,ESR-19813(MITaN) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF fit&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-7=(-185) 270 7-6=1 0) 18 BC: 2x9 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) 908 6-3=( 0) 69 WEBS: 2x9 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.C'PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0-.PSF TOTAL LOAD = 42.0 PSI' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.99 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD.TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-ii VERTICAL DEFLECTION LIMITS: 11=1/240, 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= 0.021" @ 2'- 4.4" Allowed= 0.354" MAX TL CREEP DEFL=-0.029" @ 2'- 3.8" Allowed= 0.472" MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d' load duration factor=1.6, End vertical(s) are exposed to wind, (`l Truss designed for wind loads o n the lane of the truss o 1I P n Y• ,,/ � M-1.5x9 M3x4-3x4 M-3x5 l l , l 2-03-12 4-11-04 0-09 l l l l � p JC ,s' 1-00 , 2-05-08 7-06-03 y ), �c`� yGt1N E>-, /4�. 8-00 1-11-11 ,,�.+. 'PROVIDE FULL BEARING;Jts:2,8,4,5 I '' 892 00 r G' 1. JOB NAME: 3413-D POLYGON NW - CJ5 Scale: 0.3317 © wAs- WARNINGS: GENERAL NOTES unless otherelss noted. "3 _ ,.0- c ON b 1.y 1.Builder and erection conkedor should be advised of al General Notes 1.This designha J .y upon the parameters ahawn and b for en Indlvldual �"� y �^4 Truss: CJ5 end Warnings before construction commences. building component.App8osblllly of designperametero and proper 2.2a4 compression web bredng mud be Installed where shown*. incorporation 1 component Is the reeponsibgily of the balding designer. ('� 3.Additional temporary bradn9 to insure debility during conebudlen 2.Design assumes me top and bottom chords M be Wordy broad al M+a.�.RIO SJ Is the neponsiblley of the erector.Additional permanent bracing of Y o.c,and et 10•o.c.rAsh es sly Mesa braced throughout their length by C�''•� Lr DATE: 11/30/2015 the overall structure lathe responsibility of the building designer. ZS Impact edging org etch ea eang rtplywooe uir a where shown andlor drywa kBC). 3.2c Impact bridging lelenl bredng required where .. SEQ.: Ki5 61316 4.No bed should be tippled to any component until after all bracing and 4.Installation of truss la the reapensiblgty of the respective contractor. �(I� fasteners ere complete and at no time should any loads greater than 6.Design...nes busses are to be used in a noncorrodvs envnonment. and are for"dry cond6kn"of use. Eh f R 12/31/2015 . 2 TRANS ID: LINK design bads be tippled to any component. a control over assumes no reeponsibllHy for the 6.Dedeeassumes Mlbeering at all supporta drown.Shim or wedge If 5,Compurrus has ry. November 30,2015 fabdcatbn,handling,shipment end hMallellon of components. 7.Design assumes edequste drainage Is provided. 6.ThN design Is furnished eub)ed to the limitations set forth by 8.Plates shag be located en both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide vdhJoint tenter lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1L Z g.Digits de eoncate etre of lade In inches. P ( T /.For basic connector fpla.splat design values see ESR-1311,EBR-1988(MITaN) 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: 2x9 KDDF N14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-167) 274 7-6=( 0) 18 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-361) 68 6-8=(-256) 913 6-3=( 0) 69 WEBS: 2x9 KDDF STAND 3-4=(-284) 245 3-8=(-426) 263 LOADING 4-5=(-102) 49 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED Bill AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 997V -112/ 316H 5.50" 0.72 KEEP ( 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" 0.98 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002^ @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ 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" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 7,,,,z/ 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, ti End vertical(s) are exposed to wind, I Truss designed for wind loads o in the plane of the truss only. co M-4x6 3 0 Allii0l. ......Milli- MI' I 1ir ro M-1.5x4 1 J I o M-3x4 M 3x4 0 M-3x5 y y 2-03-12 4-11-04 0-0 9 D PFyy -� QCsyj�� �� IE�1-00 2-05-08 9-06-03y ), y \ { 9 8-00 3-11-11 tib/ 09200PE (PROVIDE FULL BEARING;Jts:2,8,9,5 JOB NAME: 3413-D POLYGON NW - CJ6 `� '� - Scale: 0.2919 WO CC WARNINGS: GENERAL NOTES, unless othernise noted .1 OREGON p, "/. 1.Builder and eredlon contractor should be advised of al General Notes 1.This design is Weed only upon the parameters shown end 1.for an individual ��� "�1„ y A �s� Truss: CJ6 and Warnings before cofelmdion commences. building component.Applicability of design paraeeters and proper /' 2"Q40..4 1! '�- 2.2tt4 compression web bndng must be Installed where show*. incorporation of component b the rosponelbtlty of the building designs,. .("y A Additions!temporary bracing b Insure stability during construction 2.Design a m to;o and bottom chords to be laterally braced et 4 "1? jJ IS the responsibility of the erector.Additional permanent bracing o/ T o.c and t 10 respectively unless brocetl throughout their length by `("f I.10- DATE: 11/30/2015 the overall structure Is the roeponsibley of the budding designer. continuous sinatg a,sueh as aciplyng re airedsheathere s end/or tlrywaA(BC). 3.ie Impact badging 5 Wend bracing required"hero shown.. SEQ.: K 15 61317 4.No bad should be applied to any component until oiler Cl bracing and 4.Installation of truss;s the responsibility of me respective contractor. 12/31/2015 fasteners aro complete and at no time should any bads greater than 5.Design assumes Kew*are to be used m s noncorrosive environment. EXPIRES:_ design bade be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 8.Design assumes st el wppons shovel.Shim or wedge if 5.CnmpuTrus has no control over and assumes no responsibility for me m-,. November 30,2015 fabrication,handling,shipment and Installation of component". 7.Design assumes adeg.te drainage Is prodded. 8.This design le furnished subject to the limitations set forth by 8.Poles she be Ioc.:ed on both faces or truss,and placed w their center TPInMCA in SCSI.copies of which nil be furnished upon request. lines coindde with jam!center lines. MRek USA,Inc./Com Trus Software 7.6.7(1L 2 D Digits indicate size 5pplebe ignhea. W f 7.For beNccate size ppb in In values see ESR-7377,ESR-1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODE/Cq=1.00 TC: 2x9 RIDE #1LBTR LOAD DURATION INCREASE = 1.15 - 1-2=1 0) 68 2-4=(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'= 0.0" -62/ 287V -19/ 72H 5.50" 0.96 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PRE Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO 1(HE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012,NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.359" MAX BC PANEL TL DEFL = -0.078" @ 4'- 9.8" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 17 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. o '-I o - - I 1 M-3x9 l l l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 � o) P R OF `9 �O NEr 6) ,©2 89200PE nc"" JOB NAME : 3413-D POLYGON NW - J1 /'! Scale: 0.5751 "'%y �v : -.r-I IAa. . WARNINGS: GENERAL NOTES, unless otherwise notetl 4 OREGON �e'4.. 1.Builder and erection contractor ehoukl be advised of al General Notes 1.This designla basedwhom only upon the parameters shoand is for en individual Truss: J1 and Warnings before construction commences, building component.Applka6089 of deei°n parameters and proper 2.2e4 compression web bndng must be Installed Where shown+ incorpo H f pehent lathe responsibility of the bedding designer. / �' � 2.Design h top and bottom chords to be Worldly braced al [] �4vs, 3.Additional temporary bracing to Insure stability during contraction lathe reaponstMlMy of the erector.Additional permanent bredng of 2 o c and t 10 nupeaNely unless braced throughout their langih by - IO- DATE: 11/30/2015 the overall structure lathe responsbllty of the building designer. 20 impact bridaheging n or such as acwg re aired hen s minor drywall(BC). +.`�r'] �� 3.2x brac=ing or Penal bndrp required when shown.. 1-7 SEQ.: Ki5 613 2 0 4.No bad Mould be applied to any component until after Cl bracing and 4.Installation of Imes is the responslbllry of be respective contnaor. - - fastener.are complete and at no brie should any badsgreater then 5.Design assumes in:ssee ere to be used In noncorrosive environment, TRANS ID• LINK design loads be applied to any component. end ens tendrycondiion"ofu.e 5.CompuTrus has no control over and assumes no responsibility forte 6.Design assumes tali bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary. fabrication handling,shipment and installation of components. ' Design assumes boated both faces truss, November 30,2015 8.This design b furnished aub)ea to the limitations set bit by 8.Plates ahaA ba bated on boM lace°of hues,and placed so ihalr anter TPbWrCA In SCSI,copies of which vdM be furnished upon request. Inca coincide with Joint center9. line MITek USA,Inc.iCompuTrue Software 7.6.6(11)-E 10.FlFor bsits ccenneddesign or ate size of plate gn vat plate sign es. we ESR-7371,ESR-7988(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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4-(0) 0 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 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 P7 3 Design conforms to main windforce-resisting system and components and cladding criteria. (�) Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 80 M 1 M-3x4 l 1 1 1-00 'PROVIDE FULL BEARING)Jt9:2,3,4 I 8-00 r? 89200PE fir" JOB NAME : 3413-D POLYGON NW - J2 Scale: 0.5501 'y., M WARNINGS: GENERAL NOTES, unless otherwise noted 0 W �� +,t„ 1.Builder and erection contractor should advised of a8 M General Notes 1.This design Is based only upon the parameters own and h for an individual ' # OREGON 44/ Truss: J2 and Warnings before construction commences. buRding component.Applicability of design parameters and proper � Incorporation � 2.204 compression web bredng must be installed where shown ion of component Is the responsibility of the building deelgner. � s 3.Additional temporary bracing to Insure stability during construction 2 Design assumes IM lop and bottom chords to be latenpy braced at ocoier I°the responsibility of me erector.Addpional permanent bracing of T cc.and at 17 a.c.respectively unless braced throughout rheic length by /� DATE: 11/30/2015 the mural structure Is 1M responsibility f lM holding designer. continuous sheathing ateh es plywood required sheathing(TC)and/or drywall(BC). 4r4A.R R 1 p N- o 3,2a Impact bridging or lateral bradng whore shown+a• 4 SEQ.: K 15 613 21 4.Na bad ahoukl be applied to any component until after bracing end 4.Installation of imas Is the arepa he of the respective contractor. fastener.are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK de6gn bads be applied to any component. end are for'Wry conditionof see. S.Compurrus Ms no control over end assumes no responsibility forme 8.Design assumes hill bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary. fabrlcalbn,handling.shipment end inetallalion of components. 7.Design assumes aed n drainage lapreadean November 30,20156.This design la furnished subject to me limitations see f°dh by 8.Plates strap M baited on bath f aces anruss,and pieces ea their center TPUWrCA in BC51,copies of which nil be furnished upon request. lana coincide with joint center lines. 9.Digits Indicate size al piate in Inches, MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 11.For basic cannecto.'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/Cil=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = _2.0: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 PDF 0'- 0.0" -29/ 922V -55/ 165H 5.50" 0.68 KDDF ( 625) ' 5'- 10.9" -159/ 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 TiiE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 N::T BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUP.RENTLY. 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" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" I 1' MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 ') 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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 io in the plane of the truss only. 0 0 ti o I c A o 1.--• 4 / 0 M-3x4 l 1 l ry 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 � � P A QF6,6, co IA GI NE. , 444 17 t::2(!)!1!!!' JOB NAME : 3413-D POLYGON NW - J3 Scale: 0.4979A!!!!!!/ }'y.,. WARNINGS: GENERAL NOTES -unless otherwise noted: OREGON '�+tw 1.Bulkier and erection contractor should be advised of al General Notes 1.This designI ba 1 ods upon the parameters shown and h for an Individual '7' OREGON14/ Truss: J3 end Wemlrps before construction commences. building po M Apgkablllly of dedpn parameters and proper 1,.- ' ,r 4„,1>' A. 2.2a4 compression web bradng mud be Ishilad where shown n. Incorporation f component is the rosponsiblity of IM building designer. /"� ^�r a > 4 3.Additional temporary bracing to insure at billy during construction 2.Design assumes the top and selybottMahe to los laterally braced et - Is Me responsibility of the erecter.Additional permanent brodng or T o.c.and a11G o.c.respectaely unless braced throughout their hngm by DATE: 11/30/2015 the overmN structure lame ro dbii f the build) designer. continuous,gbridging a'such l b acing rplywooe sheathing(TC)hereRyon•r dryasg(BC). "=f�+.`R R i �: Won N n M dg 3.2a Impact bldging c'isterel bradrp required where siwvm.+ 4 SEQ.: Ki5 613 2 2 4.No road should be applied b any component until after el bradng and 4.Installation of truss la the responsibility of the reepectNe contractor. fasteners are complete and at no time should any pada greater than 5.Design assumes Loses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for'dry condman or use. 6.Dedgnassumes lullbearing etalsupports shown.Shim orwedge if EXPIRES:12/31/2015 5.CompuTms has no control over and mums no responsibility for the mmssty fabrication,Mnding,shipment and mstallasen of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both fame of tuts,and placed es their center TPINVICA In BCSt.copies of Mich will be fumlaed upon request. Ines coincide with joint center lines. a.DIgM Indicate she of plate In inches. MITek USA.Ina./ConlpuTrua Software 7.6.6(1L)-E 10.For basic connector plate design values se ESR-1311,EBR-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/DDE/Cil=1.00 TC: 2x9 KDDF 4)14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32..0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -44/ 480V -79/ 213H 5.50" 0.77 ROOF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 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" MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" '/ MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" A Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 to I 0 1 M-3x4 l 1 l 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,4,3 1 I �� C E.E. 00- rt- 89200PE �' JOB NAME : 3413-D POLYGON NW - J4 Scale: 0.9357 .. WARNINGS:xiderO.ml,de lin le unless upon the 7 OREGON * '�/ 7 BuAder and erection contractor should be advised of al General Notes 7.This design Ie based only upon paomelm Mown and is for an individual V' Truss: J4 and Warnings before conetrtiction commences, building component.Applicability of design parameters and proper 14. AAs ��, Incorporation of component is the responsibility 2.DM compression nab nosing mull M installed whereresponsibility of the building designer. ✓0 1 s 3.Additional temporary boring to Insure debility during construction 2.Design nacmes me top and bottom drama to M laterally bread et Is the responsibility of the erector.Additional permanent bracing of o c,and at ID e.c,rospedNely unless braced throughout their length by continuous sheathing such as plyxood sheathing(TC)and/or drywal(BC). ,e, R 14\- DATE: 11/30/2015 the mend structure Is mro e sponsiblity of the building designer. 3.2r Impact bridging or lateral bradg required where Mown.« 1� SEQ.: K 15 613 2 3 4.No load Mould be applbd to any component anti after sl bradng and 4.Inctelat)on of truss is the reeponsibilty of the reepectNe contractor. fasteners ere complete end el no time should any dads greeter than 5.Design assumes trusses are to be used Ina noncorrosive environment. design dada M applied to any component. and are for^dry oondBon'of use. TRANS I D: LINK 5.Cornpurrua has no control over and(teatimes no responsibility for the 8.Design assumes Mt bearing et all supports drown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,Mlpment end detdhtbn ofcompcnents. 7.Desigassumes adequate drainage is provided. November 30,2015 S.This design Is furnished subject to the limitations set forth by 8.Plates shall be baMm Misted on faces of truce,end placed so their utter TPbWTCA in BOB),copies of which wW be furnished upon request. linea coincide with)Dim center lines 5.Digits Indbed sire of plate In Inches. MITek USA.Int./CofnpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-13/1,ESR-1900(MITek) This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. • 2-3=(-254) 236 3-9=(-132) 54 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 492V -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/ 49V 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 PIF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -r 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" I:4 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" 3 MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 12 '( o 9.00 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=1.6, io Truss designed for wind loads o in the plane of the truss only. I 0 r ,-1 '' lo 1 M-3x9 y 1-00 y 8-00 y 1-11-11 y ���('N'' 6151 PROVIDE FULL BEARING;Jts:2,5,3,4 I /..4 {fi .CS V 64 89200PE v�" JOB NAME : 3413-D POLYGON NW - J5 ,,/.,.- Scale: 0.4026 ".,i WARNINGS: GENERAL NOTES, unless othervdse noted: WO OREGON /'�St., 1.Bolder and erection contactor Mould be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual A`O REGOl V y.,, 1.J Truss: J5 end Wamings before construction commences. building component Applicability of design parametefe and proper 1,.. "yN, �. 2.204 compression web bracing must be installed where shown it. incorporation of component is tins responsibility of the building designer. 4 '� Jr I?, . 2 Design assumes the lop and bottom dards to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 7 At and at 10 a.c.roepectivelY unless braced throughout their length by I is the responsibility elrnd al the erector.Additional permanent bracing of e. continuous sheathing such as plywood sheathing(TC)and/or drywsl(BC). l/ ++`R["'>t I( �; DATE: 11/30/2015 the overall Mnmture is me responsibility of the Wilding designer. 3.24 Impact bridging or lateral bracing required when shown t• 1-1 L SEQ.: K 15 613 2 4 4.No bad should be applied to any component until after a8 bracing and 4.Installation of buss is the responsibility of the respective contractor, fasteners aro complete and at no lime should any beds greater than 5.Design assumes trusses aro to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and ere for"dry condttlon•of me. 5.Compuirus has no control over and assumes no responsibility for the 6.Design assumes hal bearing at a0 supports shown.Shim or wedge if .eary. EXPIRES:1f31/2015 Tbdcation handling.shipment installation of components. 7,Design assumes adequate drainage h provided. November 30,2015 6.This design le furnished subject to the limitation set forth by 8.Plates shall be located on both feces of Inns,and placed so their center TPINNTCA in SCSI,copies of which WI be furnished upon request. Ines coincide with joint center lines H.Digits Indloete ales of plate In krohes. MITek USA,Inc./ComptTrus Software 7.6.6(1L)-E 10.For beak connector plate design values see ESR-1311.ESR-1986(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 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF k16BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+EL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 610 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 O2 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -� VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 Wind: 190 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j( (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 of 0 I I-.ern S..dr 0 M-3x4 PROF 1-00 8-00 3-11-11 C ''r PROF-4. 'PROVIDE FULL BEARING;Jts:2,5,3,4 I t,s.J V 'T 1 `- 89200PE r JOB NAME : 3413-D POLYGON NW - J6 Scale: 0.3598Jy.. WARNINGS:Bidder O.This de design NOTES, unless the ss paramoted'eters 1.J OFE(3�� s'4., 1.BulNler aM erection contractor should be advised of ap General Notes 1.This design N based only upon the parameters stwwn end Is for an individual tT1 t Truss: J6 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bredng must be installed Where shown+ marporetton of component Is the responsibility of the building designer. 2 Design assumes the lop and bottom chorda to be laterally braced at V 3.Additional temporary bracing to Insure stability during construction Y •jj- la the raymnstbllfty of the erector.Additional permenem bracing of 7 o.c.and at 10 o.u.respectively Ca plywood unless broad throughout mak length by /,a', [J DATE: 11/30/2015 the overall structure Is the responsibility of the building de Zrmpatcontinuousheathinga,eteresacwg re uirsdsheetneve*bond/or drywaA(BC). -7 `��'( sip signer. 3.B Impact begins or lateral bracing required where shown<e SEQ.: K 15 613 2 5 4.No bad Mould be applied to any componeP until after all bracing end 4.Installation of wads the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then B.Design eswmea weave are to be used In.noncorrosive environment. TRANS ID: LINK design bads be applied teany component. and ere forary condition.or use. 5.CempuTrus has no consul over end mums no responsibility for Me 6.Dmimes hal bearing at all supports Mown.3hlm or wedge If EXPIRES:12/31/2015 necessary. fabricagen,handling,shipment and installation of c set me. 7.Design assumes steate drainage is prodded. November 30,201 5 8.This design is NmlMed subject to the limitations set forth by B.Plates sMA be located on both feces orww,and placed no their comer TPINVTCA m BCS',copies of Which will be furnished upon request. Anes mincer*with;oint tenter fines. 9.Digits indicate see of Pete In inches. MiTek USA.Ina./CompuTrus Software 7.6.6)1L)-E 10.For basic connecter plate design values see ESR-fait,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -49) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PIP OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92..0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -30/ 999V -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 PIE LIMITED STORAGE 7'- 11.2" -300/ 990V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 -! ICOND. 2: Design checked for net(-5 sf uplift at 24 "oc 9 (- P ) P 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 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" 0/1°1111.°9.007 I , 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. 3 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �rf o Truss designed for wind loads o' in the plane of the truss only. 0 0 r,� 1 6= -/ 0 M-3x4 y y ), y O PRQF476'�+ 1-00 8-00 5-11-11 ,�5NIN-'Fif? 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 �/ �-fy 89200PE r" JOB NAME : 3413-D POLYGON NW - J7 _ /_ ,,.- Scale: 0.3133 �....aaa����{{A{ ��.; _.. WARNINGS: GENERAL NOTES, unless othersise noted W OREGON `C I.Builder and erection contractor should be advised of al General Notes 1.This desig I ba d o ty upon the parameters ehovm and h ler an individual ' 3 "/al✓ Truss: J7 and Warnings before construction commence° building c pun ntApplicability of design parameters and �.. �� proper 2 2a4 compression web bradng roust be installed where shovm. incorporation f component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during comtruction 2.Design cl i p s e,top and bottom chords b be h throeraINughout braced et (;.w 2P [.y is the ape ethutfy of the erect Additional permanent bracing of 7'c.c end al 1 G ox.lateral bracing unless braced throughout their length by4 `- DATE: 11/30/2015 the avast structure la there responsibility f the bottling designer. 7/4Impcontinour sheathing such as acing replywood uiredsheatwhere s and/or erywap(BC). `-s'j ` A'�'� ran p o 4.)n Impactalebridging ur hlerel prodng ity of the where anawn contractor.•a 1-1 SEQ.: K1561326 4.Nabadsare clesleel anbany component any eller geaterth and 5.Details ionummer Isthe esre is eoftheospedos iron fasteners are complete and at no time should any bene greeter than 5.Design assumes trusses are to be used b°non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are ler"dry condition"of use. 5.Iaepnl ue has no control over and essumas no responsibility leXE r the 6.Oeecolgn�aswmsa fill besnng at al supports stwwn.Shim or wedge If EXPIRES: /J�201 5 fabrication,handling,shipment and Installation of components. ry h t T.DesMates assumes adequate befhfage is imese November 30,2015 8.This design is furnished subject to the limitations eel forth by 8.Phlec ehal be located on bath faces climes,and placed so their cosier TRINWCA In SCSI,copies of which wilt be furnished upon request. Anse coincide with joint center lines, 9.Digits indicate she of pate in Inches. Mitek USA,Ino./CompuTrns Software 7.6,6(1L(-E In.For basic connector plate design values sea ESR-1711.ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF 016BTR SPACED 29.0" O.C. 2-3=(-954) 936 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 427H 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/ 973V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IEC 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 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ', VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 mainindforce-resisting ' system and componentsandcladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 V" (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. 3 0l M-3x5(5) o 1 ++ ti 0 ti ' rel 1 = 6-_� I M-3x4 y y y -,L. �c� NGINEtr /0 1-00 8-00 7-11-11 C;}.. - 'J . ,; J 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I " :92• P �� v.. JOB NAME : 3413-D POLYGON NW - J8 /�� : Scale: 0.2745 •+'" _._. Rs.* yy 11. I.Rnldera O.TIN.dL gra Is only up tithe otherwise IP' I OREGON �C 7.Butler and erection contractor should be advised of al General Notes 7.This Oesig I based upon the parameters Maven and Is for an Individualyam„ Truss: J$ and Waminpe before construction commences building component.Applicability of design parameter.end proper V' 2.2s4 comproesion web bndnp mea be'nettled where Mawr+. incorporation f component Is the responsibility Nth.beading designer. I1 �4 2.Designs m to and boom chords to be laterally braced at y 3.Additional temporary bracing to Insure stability during construction • A Is the roaponsibNlry of the erector.Additional permanent bredrp al T o.c.and t IC' -respectively Mew bread throughout their length by cin impact Westing etch as plywood nMething(TC)end/or drywaRBC). i.`�R i DATE: 11/30/2015 the overall structure h tM reepontAlly of the bending designer. 3.a impact bridging or lateral bredrg required where Mown++ I-1 L SEQ.: 15 613 2 7 4.No load should be appled to any component until alter Cl bracing and 4.Installation etl gaMn of tuas�la the are bebiuseryd lntaemsaonee nn aar.environment. fasteners an complete and at ne tine should any beds greater man gn assumes TRANS ID: LINK de4gnloadsbeappliedtoanycomponent. end aroror^ayandXlon ofuae. 5.CompuTrus Ms no control over and assumes no responsibility ler the EXPIRES: Design assumes Mf Haring a1 all supporta shown.Shim or wedge If EXPIRES.12/31./2015. die fabrication.handling.shipment end Installation of components. oce 7.Design s mums sided an bath'fanc"seats November 30,2015 B.This aetign la furnished subject to the limitations set form by e.plate'shall be loosed an both rasa Wheats and fg+aa w their dimer TPYWFCA In(SCSI.copies of which vel be Nmlehed upon retreat. Anes coincide wit NW Amer Imes. 9.Digitsindicate she of pate In Inches. MITek USA,)nc./CompuTrus Software 7.6.6 1L E 7I For basic connect;piledeeIgn volae see ESR-7371,ESR-19138(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 9WR/DDF/Cg=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=1-27) 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 BORE 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^ -73/ 248V 0/ 24H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 POE Ground Snow (Pg), 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.003" @ -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 indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads ut in the plane of the truss only. 2 ,-I o : drag I // 119 M-3x5 EOPROF 1 1-00 l 1-00 y �co"�" v4 ,1h1> ,� ` ro (PROVIDE FULL BEARING)Jts:2,3,9 I r,V' (y ry j 1- JOB NAME: 3413-D POLYGON NW - EJ -- vigor Scale: 1.1020 ,�y ��jj �/� 4 CC WARNINGS: GENERAL NOTES, items otherwise noted Id ♦[OREGONA, A. 1.Budder and erection comrade,should be advised of al General Notes 1.This designbased by upon the parametero shown and is for en individual �v©-/!-1 a �"4 Truss: EJ and Veining.before aonstmdbn commences. building component.APplbabdM of design parameters and proper -7. 2.Dot compression web bredng must be installed where shown+ Incorporation of comported Is.IM roeponstblity of the balding designer. ^' {,� 3.Additional temporary bracing to Insure debility during construction Z.Design assumes the top and bottom chortle to be laterally braced at '414 7 R{L� jn` Is me responsibility of the erector.Additional permanent bracing of T o.c.and at 10 ex.reeach..plywood unless braced throughout Meir length by •f�; DATE: 11/30/2015 the overall structure is the reepansblity of the buddingdesigner. ZAcous.sheathing Wend as pcng required e uiredwgre shover sr drywaA(BC). 3.to loped bridging or lateral ponirb ty ility of the where ++ SEQ.: K1561328 4.Nobedshrub be mspeen any component uMyaMraderodingend 4.DstaAnlion assomstrisms.,,tab,useo!a o.pectoswenviron EXPIRES: fasteners Cr,complete end Clat no time should any beds greater man 5.and are assumes trusses are to be used In a noneonostve environment. 12/31/2015 . TRANS ID: LINK design loads be applied to any component and are for"dry condition.of use. 5.CompuTnnha.nocontrol over and assumes noresponsibility for the 8.Design aseumssfull bearing elall supports ahavmshlmorwedge If November 30,2015 lebricetion,handling,shipment and installation of components. nesIgsary' d. 6.This design la furnished subject to the limitations set forth7.Pates assumes adequate drainage race Io truss, gby B.pas ncll be located on both ices of truss,and pieced so their center TPIMTCA b SCSI,wpbs of which vM be furnished upon request. Anes coincide with joint center lines. uTrus Software 7.6.7(10-E 9.Fc Indicate fide of plata In Inches. MiTek USA,Inc./Com P10.For basic connector plata design values see ESR-1311,ESR-1913•(Wed 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 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR 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/ 3010 -19/ 720 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/ 410 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCORRENTLY, 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" f l' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 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. f dc 0 0 o N 00 1 IMIIIIIIIIIIM 0 1 M-3x4 l l l 1-00 2-00 IP ROVIDE FULL BEARING;Jts:2,4,3 ,ci,,EO PR QFe w C:iN . GINE `S> :9200PE fir'" JOB NAME : 3413-D POLYGON NW - SJ1 ,�''� - Scale: 0.6696 Cw MIIIIIP_ /'y., WARNINGS: GENERAL NOTES, Hees otherwise noted WI OREGON 'its 1.Bolder and erection contractor should be advised of e1 General Notes 1.This design I h bared o upon the parameters shown end Is bran IndNldual Truss: S J 1 and Warnings baron conslrucibn commences. building component.Appbabilly of design parameters and proper 4. � 2.244 compassion web bradng must be installed where shown•. Incorponll f po, M b the responsibility of the building designer. <h -A/Y 1 4 2 (y- 2 Design assumesmlaterally to)and bottom chords to be y braced at V +� 3.Additional temporary bracing b Insure stabilityconstruction during construction 2 a c and d 10 .respectNeM unless braced throughout their length by 4/ y y3`, Is Se responsibility of the erector.Additional permanent bracing of continuous she thl.g such as plywood sheathing(TG)and/or drywal(BG). �/ .`fi F'� 1 v DATE: 11/30/2015 the overall siochee Is the responsibility of the building designer. 3.24 impact bridging or lateral bradng required when shown•• I-1 1w SEQ.: K 15 613 2 9 4.No bad should be applied to any component until eller al bracing and 4.Installation of trees is the ngionsibidy of the n=pectNe contractor. fasteners are complete and at no time should any bads greeter than S.Design assumes fogeys are to be used In a noncorrosive environment design beds be applied to any component. and an for'dry condman"of use. TRANS ID: LINK8.Design assumes lull bearing etall supports shown.SMmorw _edgelf EXPIRES: 12/31/2015 5.GompuTr a has no control over and assumes no responslbnly ler the yawn, fabrication,handling,shipment and lnehlhtlen of components. 7.Design assumes adequate drainage is prodded. November 30,2015 8.This design Is furnished b lsthed subject to the Imitations set lodh by 8.Plates all be located on both faces of truss,end placed so thele center TPUNTGA In BCSI,copies of Pilch MI be furnished upon request. Ines colndde with joint center lines. 9.Digits indicate she of plata in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-40) 36 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. ION. 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/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 29V 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. / 1' (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 17 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIE. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main indforce-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 -I Truss designed for wind loads in the plane of the truss only. /' o oI I 0 + I o f FA.1111.1.1111 O o ADMEN 3 PECBM M-3x4 l -- l 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 444 ,..r•..$92OOPE '�' JOB NAME : 3413-D POLYGON NW - SJ1X 4111P„,00:.-.?"- Scale: /��/'`.! Scale: 0.7393 '`��"' � .• /")., WARNINGS: GENERAL NOTES, unless otherwise salad. OREGONA +i, Truss: SJ1X 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for en individual t'4 • and Warnings before construction commences. building component.Applicability of design parameters and proper ,!. \� '` 2.2e4 eumprepbn web bredng must be Installed where Mown e. Incorporation of component la the respendbgmy of the bugling designer. /"• p 3.Additional temporary bracing to Insure ci nd5y during construction 2.Design assumes the top end bottom chorda to be laterally braced at Q 14v. la me responsibility of the erector.Additional permanent bracing of 2 o o and at 1e o.e.respectively unless braced throughout they bngih by DATE: 11/30/2015 the overall structure is he responsibility of the building designer. Tx Impact streatnlor later.)bedes ng requiredd where s)ew ar tlryv2g(BC). �1 `L711{{ y 3.2t tmpect bridging or the later.)bracing ligofthe where Mown Fi FRIO-lw SEQ.: Ki5 613 3 0 4.No bed should be applied to any component untilany ages all bracing and 4.Installation ethos.Is the are to be s of the respective contractor. fasteners are complete and at no time Mould any bads greeter than 5.Design assumes trusses are to be used m.nencerredve environment, TRANS I D: LINK design bads be applied to any component. end are for dry condition"of use. 5.CompuTrus has no control over and assumes no reeponelbHity forma 6.Design assumes MI bearing et ail cupped.shown.Shim or wedge If EXPIRES:12/31/2015 2 Jay/201 5 y. fabrication,handling,shipment and inhalation of components. cesne se L. 1l L. GI 1 V 8.Designasmmssadeden oremegehproes, November 30,2015 6.This design b furnished subject to the limitations set forth by 8.Plein shall be located on both facet of hues,and placed to they comer TPIM?CA in SCSI,copies of which wil be furnished upon request. Ines coindde with joint center Anes. 8.Digits indbale she of plate in inches. MITek USA.Inc./CompuTrue Software 7.6.6(1L)•E 1O.For basic connector plate design values see ESR•1311,ESR-lees(h6Tek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 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" ,,,' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" I, 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), ko load duration factor=1.6, 0 I Truss designed for wind loads o in the plane of the truss only. rn o f IO LI of 4 -f 1 M-3x4 . l i' 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I ,, n ‘vall\iii <0 89200PE. 9T„ JOB NAME : 3413-D POLYGON NW - SJ2 /!.5.--',z'_„ Scale: 0.6592 AAP • -"-"1 WARNINGS: GENERAL NOTES, unienotherwhenaled. OREGON •M{�„ I.Buller and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Indidduel '!``V Truss: SJ2 and warnings before construction commences. building component.Applicability of design parameter end proper �. N 2.2a4 comprenbn web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. /'"� Al 2.� 3.Additional temporary brachrg to Insure stability during condnw1bn 2.Design assumes IM top all bottom chords to be'eternity braced al e Is the responsibility of the erector.Additional permanent bracing of 7 o.e.and at ea c.o.respectively ply organ braced throughout their length by continuous edging en sten as acing dre ck d where s and/or drya.l(BC). �`b(4 M l DATE: 11/30/2015 the oven)structure is IM roeponsibXlty.fthe building designer. 3.?a loped bridging or lateral brodrp roquked where shown.• 'r'?1-'1 4 S EQ.: K 15 613 31 4.No bad should be applied to any component until ter all bracing and 4.Installation of truss la the reeponelbMty of the respadNa contractor. fasteners are complete end at no time should any loads greater than A Design assumes busses are to be used Ina non-earn*ve environment design bads be eppibd to any component. and are for'dry condition.of use. �( p r] ii TRANS ID: LINK 6.Deaen assumes frit bearing at all supportsw. shown.Shim or if EXPIRES:�^!."/+ /201 6.GompuTme has no control over and assumes no responsibility for me see fabrication,handling.shipment and Installation of components. 7.Design:amen adequate drainage Is proWded. November 30,2015 6.Thle dedgn Is furnished witted to the limitations set forth by 8.Plates shall be located on both feces anus.,and placed se their center TPIWTCA In SCSI,copies of which Ail be furnished upon roque*. lines comdde with joint center lines. 8.Digits indicate.ha of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1008(WNW) 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 29 "oc spacing. TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #116TR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. EON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 POE load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 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 D 2 o q M-3x9 ci ci y 1-00 11-06-08 441 4 89200PE JOB NAME : 3413—D POLYGON NW — P1 Scale: 0.5806 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Builder and erection coMrador should be advised of ad General Notes 1.This design Is based only upon the parameter.shown end is for an Individual rc7y` Truss: P1 and Warnings before conabuctron commences. building component.Applicability of design perematers and proper 2.2e4 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building daalpner. /je C 2.Design assumes the top and bottom chords to be olerahy braced at 3.Additional temporary bracing to Insure a4billty during constructionT o.c.and at 10 o.c.respectively unless braced throughout their length by - y Is the responsibility of tha erector.Additional permanent bracing of continuous sheathing such ea plywood shesthhp(TC)and/or drywaf(BC). 41 * A"�' DATE: 11/30/2015 the overall structure is the respenalbifty of the building designer. 3.2e impact M bndging or lateral bracing required where own++ 1-1 1 L SEQ.: K15 613 3 2 4.No bed should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the reepedNe contractor. fasteners are complete and at no time Mould any loads greater than 5.Dodds assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design roedsbeappledtoany component. end are fodry rand/sen clue,. 5.Compalras has no control over and assumes no responsibility ler the 8.Design assumes full bearing at of supports down.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. to as 7,Design patessaNeaadeduate enbethlface"°rus'sean November 30,2015 8.This assign Is furnished cabled to the limitations sal forth by B.Plates.hall be located on both faces of iruaa,and placed so their center TPI WTCA in BCSI,copies of which will be furnished upon request, Anes coincide with faint center lines 9.Digits Indicate size of pleb In inches MRek USA,Ina./CompuTrus Software 7.6.7(1L)-E to.For basic connector plele design values sea 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 $14BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF 010BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. CON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on 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 17 MAX BC PANEL TL DEFL= -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting 4t system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 07 of 11118. 11 31118 - M-3x4 • 1 y l 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:l,3,2 I �0 P R ops. Lis c. 89200PE JOB NAME : 3413-D POLYGON NW SJ2X {Ma 411, ,. Scale: 0.6561 • Jyw. WARNINGS: Oml.design It uNeupotherwise pare t. /) ! OREGON V„ 1.Bolder and erection contractor should be advhed of al General Notes 1.This daelgn it based only upon the peromelers Moven and Is for an individual Y Truss: SJ2X end Warnings before construction commence.. building component.Applicability of design perimeters and proper 294 compression web bracing must be installed Wier.shown s. Incorporation of component is the responsibility of the building destgner. 6. --/)- 2. 14 s 3.Additional temporary bracing to Insure stedl ty during consiruction 2.2 sec.assumes ms top and bottom drams c M laterally bracedtheirat b the responsibility of the erector.Additional permanent bracing of T o c end N 10 o.c.reepecl.plyely amass broad throughout length by DATE: 11/30/2015 the overall Nun,r.I.the rs.ponabxry of the building designer. continuousepcl'ha•thing such as plywood required n sheathing(TG) drywaa(Bc). `-a$Pi R.`�� 3.2.impact bridging or lateral bredrp where shown•• �'1 SEQ. : K1561333 4.Noload siauM be applied S any component until y ager all bracing and 4.Installation of truss is the are lse o1 ms respedNe comrador. fasteners are complete and et no time should any loads greeter than 5.Design assume.trusses are to be used S e noncorrosive environment, design lead.be applied to any compoaee and are for"dry condition.of use. TRANS ID: LINKs.Design assumes h beadngetelsupportsshown.Shi orwedge if 5.ComplTrua has no control over and assumes no responsibility for the necessary. EXPIRES:12/31/2015 fabrication.handling.Nlpmer.and inNNlsBon of component.. 7.Design assumes adequate drainage I.provided. November 30,201 5 5.This design is furnished subject to the limitations set forth by a.Plates.hall be Scared on bath faces or truss,end plead so their center TPIMTCA in SCSI,copies of which wig be furnished upon request. lines coincide with)ohn center Imes. 9.Digits indicate We of pieta in inches. MITek USA,Inc./COmpuTrue Software 7.6.6(1L)-E 10.For basic connector plate design value.see EBR-7371,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: 2x9 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) 197 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x4 KDDF STAND 3-4=( -98) 90 7-4=(-194) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL,= 25 PSF Ground Snow (Pg) 0'- 0.0" -77/ 610V -47/ 136H 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I�' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-1C-14 0-03-12 f . .1 g Design conforms to main n windforce-resisting system and components cladding criteria. 12 9.00 M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End.vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 N 00 ON cel i t -adIIIIIIIIIIIIIIIIallhl . IA M 2 . 6 *: 7 -/ o M-3x4 M-1.5x3 M-3x4 1 1 1 6-02-02 5-04-06 1 1-00 1 11-06-08 1 ,� Q5cO Pt {��rF‘51d1 �`C3 ,,NGI NEr�' /0 -44 89200PE <' ,"°:J OB NAME : 3413-D POLYGON NW - P2 Scale. 0.4181 - Sc.WARNINGS: GENERAL NOTES, unless otherwise noted OR 41©N Sc /.Binder and erection contractor should be advised of al General Notes 1.Thh is design based only upon the parameters shown and Is for an bdlvidual tlnulbn commences. building component.Applicability of design parameters and proper A J� Truss: P 2 and Warning.before eon daring construction 2 o 2.2a4 compression web bracing mast be installed where shown e. incorporation of component b me responsibility of the building designer. <0Y 14 Cy4 32 Design assumes ms top and bosom irons to les laterally broad et .Additional temporary bradng to insure NAMING �P �y lathe royroneibilly et the erotbr.Additional permanent bracing of continuous and at 10 thee.respectively unless braced throughout their length by - b DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2d lmn ad bridgingglor such l b acing rplywooequired sheathing(TC)heres and/or drywaA(BC). �f '''1:3 ] %. p15eeharesbredngrequbeewhereshownt• I'I SEQ.: K 15 613 3 4 4.No load should be applied to any component until after el ening and 4.Installation of truth Is the Is wbilly Of the respectNe contractor. fasteners aro complete and at no ikne should any bads greater than 5.Design assumes busses are to be used In a non corrosive environment, and are for"dry condition"of use. TRANS ID: LINK design loads be applied to any component. 8.Design assumes Ml bearing etalsupports shown.Shim e,wedge If EXPIRES:12/31/2015 R CompuTheand m rvs s no control over anames no responsibility for the neceethry. fabrication,handling,shhipnroM end Installation of companeMs. 7.Design assumes adequate drainage Is provided. November 30,2015 3.Thin design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tens,end placed so their center TPIWTCA In SCSI,copies of which nil be furnished upon request. Anes coincide with joint center lines. 0.Digits indicate Nos of plate in inches. MITek USA,Ino./COrnpuTrna Software 7.6.7(11)-E /0.For basic connector plate design values see ESR-1311.ESR-1038(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #SSBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-947) 209 6-4=(-126) 98 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 KDDF ( 625) 8'- 8.5" -43/ 364V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.349" MAX BC PANEL TL DEFL = -0.204" @ 4'- 4.2" Allowed = 0.465" 4-06-06 3-10-06 0-03-12 f 1' - '' '1 MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 4.00 D M-1.5x3 5 Design conforms to main windforce-resisting 4 -/ system and components and cladding criteria. jWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Height9), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. N N A''' N 0 I II II III OO 1 !� 0 1 -i 1 210 ►�. 0 M-3x4 M-3x4 l l 8-03 0-05-08 l l l 1-00 8-08-08 ��RE) PR QFesGIN s hx- :9200P �I-- JOB NAME : 3413-D POLYGON NW - P3 Scale: 0.5204 � /.t.i. /y WARNINGS: GENERAL NOTES, unless otherwise noted. Ar it 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and b for an Individual '7 OREGON y., 4' Truss: P3 and Warnings bean contraction commences. building component.Applicability of design parameters and cooper , .. lits^ A. 2.94 compression web bracing must be installed where shown« incorporation of component Is me rosponsiblily of the building designer. d/0 -11.r 14 4 2p �4 3.Additional temporary bracing to Insure sla0Alty during construction Z Design sesames the lop and bottom choMs to he laterally bread at a I°the responsibility of the arodor.Additional permanent bredng of 2 o.c,anat 10 u.c,respectively unless braced throughout their length by DATE: 11/30/2015 he overall structure h the responsibility ripe bu141n deo continuous sheathing such as plywood sheathing(TC)°nater drywap(BC). If r R R IO- DATE: o g designer. 3.2a Impact bridging or lateral bradip required where shown•* 1-1 4 SEQ.: K 15 613 3 5 4.No load should be applied to any component mil after all bracing and 4.Installation of truss Is the responsibility of the respectiveon oado, Wends are non- corrosive acomplete and at no time should any toed.greater than 5.Design assumes trusses are to be used In a nonorrorosive entvironment, design loads he applied to any component. and are for'dry condition'of use. TRANS S D: LINK 6.computnn has no control over and assumes n responsibility ler the 8.De ado assumes hi hearing al al supports Mown.Shim or wedge if EXPIRES:12/31/2015 ry' fabrication,handling,shipment and installation of components. T.DesignassumeshaNto ted oneorelfage""ues.anovided. November 30,2015 8.This design la furnished wb)ed to the IlmAaibne set forth by 8.Plates chap be bated on both lanes of tone,and;Aced se their center TP9WTCA In SCSI,copies of which will be furnWhed upon request. Ines coindd°with Joint anter Ines. 9.Digits Iodate she of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(114-E 10.For basic connector plate design values see ESR-1311.ESR-7988(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O:C- Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.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 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 D 3 fv1 2 ti 1 -/ 4 M-3x4 1 . l 1-00 8-08-08 � (} Pfd OFe,`P, 89200PE JOB NAME : 3413-D POLYGON NW - P4 Scale: 0.6329 a .00: yy., WARNINGS: GENERAL NOTES, unless yupontheparanrnviss o OREGON i t.Budder and erection contractor should be advised of*General Notes 1.This design is based Orli upon the parameters Mown and is for an individual y.� Truss: P4 and blaming•before construction commences. building component.Applicability of design parameters and proper let 2.204 compression web bracing must be entailed where shown 0. incorporation or component Is the roaponstbAlty of the building designer. ,/aO. e 2 Design*sums the top and bottom chords to be laterally hel 3.Addition.'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.mepea.ety uNesa braced throughout Meirot,length bycontin . DATE: 11/30/2015 the uveral esusture is the reaponsibitlty of the building designer. 20 Impact Mgingoraterlbh as pywg requirod ed aeon) Or drywal(Bc>. ry. i �, 3,201mpad brteging or latera'bracing requkee wfiere Mown f-i t- S EQ.: Ki 5 613 3 6 4.No bad should be applied to any component untl after all bracing and 4.*telethon of truss'.the responsibility of the menthe contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes Imssbs are to be used In a non<onsdv.environment TRANS I D: LINK design leads be applied to any component. & and M9n for endeno'n1.t use. appon•Mown.Shim or wedge If 5.CornpuTms has no control over end assumes no responsibilly for the necessary. EXPIRES.12/31/2015 fabrication.handling,*meth and installation of components. 7.Design assumes adequate drainage a provided. November 30,201 5 O.This design le fumdahed subject to the limitations wt forth by 8,Plates Mall be located on both raps of buss,and placed so their center TPWVICA in BCR',copes of which will be furnished upon request. Ines coincide with)o:nt center lines. 9.Digits indlute Cm of MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector s ectorrpl plate cha• da igign values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #10BTR SPACED 29.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)-+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 ROOF ( 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -I MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 ' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 7 w Design conforms to mainwindforce-resisting system and components and cladding criteria. Wind: 190 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 up in the plane of the truss only. 0 I 0 o f <n 0- 0 1 M-3x4 l l l k 1-00 2-00 3-11-11 l"1 'PROVIDE FULL BEARI NG;Jts:2,4,3 I ���?' r 1:0 =9200PE ! -/QT- JOB NAME : 3413-D POLYGON NW - SJ3 Scale: 0.5345 Jy. WARNINGS: GENERAL NOTES, unless otherwise noted * OREGON ., 1.Builder and aredbn eomrador should be advised of all General Notes 1.This design la based only upon the parameters shown and Is bran individual 0 `,,,IT Truss: SJ3 and Warnings before construction commences. building component.Appllwbilly of design parameters and proper I o A 2.2s4 compreeslon web bradng must be Installed where shown 0. Incorporation of component Is me responsibility or the building assigner. 'b. '1)'' 14 a 2"�'Y 4 3.Additional temporary bracing to Inure erectly during corWrucdon 2.Design assumes the top and bottom Words to be laterally braced et L+ �.y Is the responsibility of IM erector,Additional permanent bracing of 7 soe and et 1 O hIn respectively 00.5punlses braced throughout their length by S DATE: 11/30/2015 the overall atnoture is the reefbR f the building de Impact shsetglor such l b sting re aired ire,.) wn•tlrywel(BC). /'/�".(7("I ( y agora ty o ng signer. 3.20 Impel bridging or lateral brsdnb ty 0115.where shown and/or d• r'1 I l L SEQ.: K 15 613 3 7 4.No bed Mould be applied to any component until alter al bracing and 4.Installation of hues la the res to of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trtroees ere to be wad b a nonconoslva environment, design beds be applied to any component. end are for"dry condition"of use. TRANS 'I D: LINK B.Deafen assumes MIbearing atelsupports show.Shim orwedge If EXPIRES:12/31/2015 5.CompuT is has no control over end assumes no responsibility forme newsaery fabrication,handling,shipment and Installation of components. 7.ledge assumes adequate drainage is prodded. November 30,20.t15 6.This design b furnished subject b the limitations set forth by B.Plates ahal W ba located on both faces of es,and placed so their center IPWITCA in BCSI,copies of which We be Swished upon request. Ines coincide with joint canter linea 9.Digits indicate sloe of plata In inches. MITek USA,Inc.ICOmpuTrus Software 7,6.6(lL)E 10.For beef°connector plate design values sae ESR.t311,ESR49B8(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y P Y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury Dimensions are in ft-in-sixteenths. 11404h. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O_7/��, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 1,211Ntli mayrequirebracing,oralternativeTorIp .. pbracing should be considered.�_� O � 3. Neverkexceedatthe designadua loading shown and never stack materials on inadequately braced trusses. i:- For 4 x 2 orientation,locate ~ C7-8 c6-7 c5-6 4 desigProvner,er,erectione copies of tsu truss design prop to the building g p property rty owner and plates 0 'Ag' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR 1352,ESRI 988 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 ��4 . Indicated by symbol shown and/or SYP represents values as published specified. bytext 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 ff.spacing, or less,if no ceiling is Installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. IhMil, reaction section indicates joint IIIIM II III El number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM IN .. MI18.Use of green or treated lumber may pose unacceptable 11,..:72,1 environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, F!J1 le 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