Loading...
Plans (11) mit MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-399_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996177 thru R45996185 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. s<' EF,gss/o 2 cf 87022PE r, y '$, OREGON ct� 4.// bs A. Heck 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON i 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 10:56:22 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhg1 HMTHTkUyEzqd 141f:801 t-1O-1411 1-0.0 I j 1-2-0 II 1-0-2 1 11-0-8 I 1-fi-0 I Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 • • yy o r - e a`\ o .`\• o ,'r�a/ w\•z,r�o�_ _�o�r� /• ��_ !rr IC9,1' p _ C • O a a O • -O 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= 1-1-0 18-6-8 1 21-4-0 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(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 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=1009/0,7-8=1009/0, 39=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=0/342,2324=810/0,22-23=-876/0 WEBS 2-34=831/0,1-34=-2607/0,12-28=31/455,8-29=0/255,330=379/0,1323=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=0/1052,20-234-989/0 NOTES 1)Unbatanced'floorlive-loads have been considered forthis design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. (} P OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �<<"1.- S G(NB s/ at the bearings.Building designer must provide for uplift reactions indicated. �,� VN F.9 O�-9 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. 870 2 P E r" 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). (ICZN >N N 7 -0), GREG N ci;`1' 44/ LOAD CASE(S) Standard .` O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 On MB ER ‘)..\.Unform Loads(plf) `s A. HERS Vert:22-35=8,1-21=80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 t __ f a.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MIL., Design valid for use only with MirekE connectors.This design b based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss system,see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss 'Truss Type Qty Ply POLYGON PL15-399_UPPER F02 Floor R45996178 10 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYltl_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc I 1-0-0 1 1 1-1-10 11 1-2-0 1 P-7-211 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 VIII a/ ,. ` \YNA N 1 30 29 28 27 26 '- 3x4= 4x5= 3x5= 3x5= 3x5= 25 24 23 22 21 3x5= 3x4= 3x5= 4x6= 3x4= I 13-0-2 14-2-2 13-0-2 13-7-2i I 19-11-4 Plate Offsets(X,V)- [14:0 1 S,Edge],[24:0 1-8,Edgej 0-7-0 741 5-A-2 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400F 2.0E(flat) BRACING- BOT CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=1588/0,4-5=2786/0,5-6=-2786/0,6-7=3608/0,7-8=3608/0, 8-9=-4042/0,9-10=4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25.26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=903/0,4-28=0/776,6-28=639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20=1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ����� P R dfiFS \5 „tJGINF,.S:i /a lir 87022PE 9r cn n, -y �4>i, OR EG N rl: N� 9O ccf iBER .\\ O �`s A. H ERCP EXPIRES:06/30/2017 ° November 30,2015 _ , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design s based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and roe building design. Bracing indicated 8 to prevent buckling of individual truss web and/or chord members only.Add Additional}eincorporatem a design into the permanent b is always required for stability and to prevent collapse with guidance and bracing Mask' p possible personal injury and property damage. For general regarding the 9 0 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r%1 Qualify Criteria,DSl-89 and BCSI Bolding Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 (Job Truss Truss Type Qty Ply POLYGON R45996179 Floor 2 PL15-399_UPPER F03 1 Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon ID:zs2ygYHMYItI_Z1 p9y1211 yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzga I 1-10-8 I .1.LB1.9.1 11-0'0 I I 1-2-0 I1 1-0-2 1 1 1-3-12 1 1-3-0 I Scale=1:38.1 3x4= = 3x43x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5 4x10= 3x4= 3x4= 3x4= = 1 2 3 4 52r22r 0 11 12 13 14 15 16 17 18 19 20 21 • , livr,.\44-1yr/w4,,,,„ww• Ns is,"r\IV ill I r p r i..,,,N.: o e o o ° o 0 0 0 I 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5- 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4=- 34 3x5= 1 -9-11414 19-7-0 1 22-4-122 1 2-1-8 I 11-O 0.9-64 'b_7-0b-7-01 5-6-2 2-9-12 2-1-8 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[13:0-1-8,Edgel,[35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/9- Weight:114 lb FT=0%F,0%E BCDL 5.0 Code IBC20121TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except s. a i ve end rtccl BOT CHORD 2x4 DF 2400F 2.0E(flat) goT CHORD ea did rtiadirectly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift 22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=258/0,6-7=1060/0,7-8=1060/0, 8-9=-1486/0,9-10=1486/0,10-11=1563/0,11-12=1563/0,12-13=1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=-1637/0, /1317, 28-29=0/1556,27-8=0/1269,26-27=0/1269,25-26=0/1269324 25=0/329 23-=0/702, 240-832 0, 22-23=749/0 WEBS 2-34=16860,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=6290,4-32=0/771,433=913/0,2-33=0/1007,15-24=-73710, 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. �c 10 PR OFFS 2)All plates are 1.5x3 MT20 unless otherwise indicated. �� NGIN E�R s�O2 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 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 87 2 P E -7 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. N - NSA OREGON q, O4// A. HE EXPIRES:06/30/2017 November 30,2015 s ®WARNING_Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with M7eki9 connectors.This design is based only upon parameters shown,and is for an individual building component,not MiTek"e e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/SPll Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Inforrnalon 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 PL15-399_UPPER F04 R45996180 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-nO7 W08aYgDgwjo5RoAY4PfgdNVLEdQdsG5FhtFyEzgz 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 IIS Scale=1:37.1 3x4=- 1.5x3 1.5x3 I I 4x6 = 3x4 I I 3x10 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 I I J 1 2 3 4 5 6 7 ///`8 9 10 11 12 13 14 O "/ ‘111- �-\ g / \ O / B Oi \ a / \ e N 1 , I� . 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 I I 3x4= 3x6= 3x4= 2-11-0 I 21-3-0 2-11-0 18-4-0 I Plate Offsets(X,V)- [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=1993/0,7-8=1993/0, 8-9=-2337/0,9-10=-2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=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. ��� ° PR apesr, s. ,. GIN4 -&-,9 /O '� ' 87022P� N 11'�aj<OR GON tic /44/O M&ER 1� O `c. ) A. HEC'' EXPIRES:06/30/2017 November 30,2015 1 mil ir WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MtTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated 6 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 properly damage. For general guidance regarding the rt fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:zs2ygYHMYItI_Z1 p9y12t1 yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY I 1-0.0 I °I-4.3141-1r2'°-1 f 7-211 1-2-0 I 1-2-0 II 1-2-0 11-2-° Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 0 .:/IA WA II I hi swmg p IN yrzA i\hl rii&wqmpi 0 d.0 cii In\VtAIA / N- Ic.'i' 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= 15-6-141 1 14-4-14 1 14-4-14 0.7-0 0. I 21-4-0 7-0 5-9-2 Plate Offsets((,V)- 117:0-1-8,Edge],[27:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=4547/0,10-11=4727/0,11-12=-4727/0,12-13=4554/0, 13-14=4554/0,14-15=-4554/0,15-16=3935/0,16-17=3935/0,17-18=-3339/0, 18-19=3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25.26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Alt plates are 1.5x3 MT20 unless otherwise indicated. --- 3)Refer to girder(s)for truss to truss connections. ��` P R OFFS 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 attached to walls at their outer ends or restrained by other means. ��\e.3 ��G I N E�R s/O2'9 87022PE r y CA>, OR EGO c):5'O.N S A. NERC EXPIRES:06/30/2017 November 30,2015 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �I�ek, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 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 20ty Ply POLYGON PL15-399 UPPER F06 Floor R45996182 2 1 Pacific Lumber&TrussCo., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:29 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n1 H18ciLmglUJz2ULTayEzgW 1-10-8 1-0-0 2 0 1-0-2 II a1�a1�a I I 1 1- II 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 11 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 o 0 ..-. 9 lX4& o / --e- 4 35 • 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4= 3x5 = 1 2-1-8 1 12-10-14 3 1414 2-1-8 10-9-6 1 b-7-s I 15-6 2 I 22-7-8 1 3-0-8 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] 0-7-n LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift 22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. ���`�© PR dF�s 3)Provide mechanical connection(by others)of truss to bearing'plate at joint(s)22,35. 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 �5 �NG[NEFR si0 be attached to walls at their outer ends or restrained by other means. . *GAtinet47-eirnor et-truss 9 Ravager-`---- 9 870 2PE cv 7 N�Aj, OREGO q, �N 9C, AMBER *V\ O �` A. HE EXPIRES:06/30/2017 e November 30,2015 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the n fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/7Pi1 QualIty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996183 PL15-399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.5309yl s Jul 11 2014 wPRrehVISDek pZZOA 8F6iNRInc.Fri Nov 27 10:56:3 2015 V tGImfbQMzSYSyEzgU ID:zs2ygYHMrY�..Itrrl��_,,Z1 p9y12t1 yAg.. 1 9 10-10-0 I T �11-2-0 I P-7-14 10-9-0 1 0-9-0 110-9-0 0-9-0 109,0 o-30 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 rlitr"1,11r1,7111 \11,1r W \ l ._w-. _ ` Tm.L e o o - o 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 13-2-14 19-1 20-2-0 I 13-2-14 i1-7-0 0.7-0 I 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 (loc) 1/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 lncr YES WB 0.51 Horz(TL) 0.07 26 n/a n/0- Weight:108 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=3881/0,10-11=4177/0,11-12=-4177/0,12-13=4200/0, 13-14=-4200/0,1415=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=0/1003,4-39=-897/0,4-38=0/796, 638=-690/0,6-37=0/590,8-37=483/0,8-35=01383,10-35=277/0,24-26-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,1432=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES-- - -- -_1)Unbalanced floor live loads have been considered for this design. �Q�EO P R�FFS 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. 5� GI NFF s/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 SCO !�N , 29 be attached to walls at their outer ends or restrained by other means. ° 87022PE r- CP 'N NI 7 �-t>, OREG•N $1(33 O 9C 4jBER *V\ \-\ ps A. HE#P EXPI RES:06/30/2017 November 30,2015 1 mgWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall Wok' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D5B-89 and BCSI Bolding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399_UPPER FOB Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 0 Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:32 2015 Page 1 n.I n.Id 1ID:zs2ygYHMYItL_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMS 16HIfOi?4vyEzgT 1 1-10-8 1 D•1 1 1-0-0 1 1 1-2-0 II 1-0.2 1 1 1-3-11 1 1-3.0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 •r:".: eea . -0- o % a' /-\o,-\ /-\ X-\ /oJN.��-�o�-�,� � 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 12-10-141 5-1 I 19-7-0 1 22+11 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Inc( YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=1485/0,10-11=1563/0,11-12=1563/0,12-13=1268/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=-1637/0,33-34=-1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=756/0,20-22=0/959,20-23=-1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. `��V P R OF4-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 �� N G[NE R D di be attached to walls at their outer ends or restrained by other means. N F 87022PE r' N -7 �Aj, OREGO q� �H 9O �MSER \1 O �s A. HEN" EXPIRES:06/30/2017 November 30,2015 k i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/0312015 BEFORE USE. Mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual tuns web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Qualify Cdfeda,DSB-89 and BCSI Belding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 ID:z52ygYHMYttl_Z1 p9y12t1 yAg??-YZcY3thaoggog1 izsshykL?ykjzsV6H26KB69nyEzgR P-1•1-12-1 IC/-8-4 I I 1-2-0 19-7-101 109-0 10-9-0 I I0-9-0 I 0-9-0 I ICI-9-0 I a9-a I Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 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= 1 3x8= 14-7-12 I 13512 1,44_9 I 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets((,V)- 117:0-1-8,Edge],[18:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=4267/0,11-12=4267/0,12-13=-4306/0, 13-14=4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=-3121/0,20-21=2331/0,21-22=-2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 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) OTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��cd PR OF�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 '` cn oi be attached to walls at their outer ends or restrained by other means. , r) "]N SFR �c2 Q 87022PE pr 7 SAT OREGON ri, O�v 9b AMBER 11 �`-' A. HER- EXPIRES:06/30/2017 November 30,2015 1 i WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 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 a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP[1 Qualify Crtieda,DSB-89 and BCSI Bubding Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System ener l Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths el offsets are indicated. (Drawings not to scale) DamaFailuregeto°Fair Could InjCauseury Property Dimensions are in ft-in-sixteenths. 1114k Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-prating,is always required. See BCSI. 0'1/16" IIIMINNISMIIMIMIIMmm2. Truss bracing nest be designed by an engineer.For wide truss spooling,individual lateral braces themselves 4 p bramat require bshullbcine onsideor t erndative Tor I O ., 1.111R.1%, LIIPHIlkillUP, cg 3. Never exceed the design loading shown and never stack materialsjon inadequately braced trusses. O� 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate �- designer,erection supervisor,property owner and plates 0-1A d' from outside BOTTOM CHORDS all other intere ed parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates or 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 exceeQl 19%at time of fabrication, PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslylnoted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: W The first dimension is the plate 10.Camber is a n structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility oftruss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber ford 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 �� Trusses are designed in all respects,eiqual to or better than that s Indicated by symbol shown and/or g ed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords mud 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 BEARING or less,if no ceiMog is installed,unless otherwise noted. established by others. v.-- 15.Connections na shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or aer truss member or plate without prior reaction section indicates joint ©2012 MiTek®Ali Rights Reserved approval of an engineer. ® 1 S number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1 Min size shown is for crushing only. 11MI140 18.Use of green or created lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engined before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portighs of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)baore use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is nom i Tk s t sufficient. BCSI: Building Component Safety Information, 20.Design assumes fnanufacture in accordance with Guide to Good Practice for Handling, e ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 i Int Milek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. _coPRtpsu 44, GlN � 89200PE ter` OREGON t � 'Q Allf 14, 2O 1`}- RRtL-- • November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 922 1- 5=(-261) 1159 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1154) 386 5- 6=(-265) 1199 5- 3=(-41) 57 WEBS: 2x9 KDDF STANDLOADING 3- 4=(-1567) 921 6- 9=(-261) 1156 3- 6=( 0) 283 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"00. UON. TI UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2x9 BRACING AT 29"OC UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 = -0.059" @ 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 T ,j' Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 • 3-04-10 5-09-11 Wind: 190 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, T I 320# 0200 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4o2 M-5x6 load duration factor=1.6, 9.00 Q 9.00 Truss designed for wind loads in the plane of the truss only. 04 Oo 4P 71.rrid 11 co I 5 6 * 4 I O M-3x4 M-3x4 M-1.5x3 M-3x4 0 l ), 1 l • y 5-09-11 3-08-07 5-07-15 y 0 P R ace9 15-02 wc\C; k4O{N�ic 6/99. .. ..0 Z9200P; r' 4,0e" M ��° JOB NAME : 3413-D POLYGON NW - Al Scale: 0.3889 WARNINGS: I i GENERAL NOTES, unless othervnee noted. ll OR /'�/'y yvi J,, t Builder end erection contractor sholptl he advised of M General Notes I.This design k based only upon the parameters shown end is for an individual -'� R O1J,V �'s+J Truss: Al end Warnings before construction eminences balding component ApplcebilOy of design parameters end proper ^, 2.2x4 compression web bracing matt Ee i.1.11 d where shown+. Incorporation of component h the responsibility or the building designer. '2° 4 fr 14 ?,O "�"' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to d t laterally braced al S,./ V ��, Is the responsibility f the erector.Additional anent bracing r 2'o.c.end at 10'o.c.respectively unless braced throughout their length by (� i `' p 1y o perm g o continuous sheathing such as plywood sheathing(TC)and/or drywafl(BC). `6`f R 4 t.- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown.. SEQ.: K15 612 9 3 4.No load should be applied to any component well after est bracing end 4.Installation of truss,the are to sIe usedpkty of the non-corrosivectivo environment, and nt, fasteners are complete and et no time should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component. endenessamesenlglon"aeaa. pW dge 5.CompuTrus has no control over end assumes no responsiibility for the 6.DB acol NII bearin tallw da shown.Shim or we H EXPIRES: 12/31/2015 wary. EXPIRES:L t7 L! /4V J fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design Is furnished subject to the IlmBatlom sin bin by 8.Plates shag be located on both faces of truss,and placed so their center TPNWICA in SCSI,copies of whkh will be furnished upon request. linea coincide with joint center lines. g.Dlgitc indkate she of plate In inches. MiTek USA,Ino./CempaTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by LUMBER, SPECIFICATIONS TRUSS SPAN 15'- 2.0" BC: 2x9 KDDF #166TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 42-6=)-201) 100 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 2-3=(-576) 204 6-5=(-122) 533 6-3=(-127) 395 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=(-576) 204 6-9=(-200) 195 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5-(-759) 226 DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING ** For hanger specs. - See approvedMAX VERT MAX HORZ BRG REQUIRED BRG AREA plans LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) 0'- 0.0" -85/ 637V -125/ 125H 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" 7-07 ,�-O, MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" 3-10-13 f MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" ,� 3-08-03 3-08-03 3-10-13 MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" lz T 1 4 9.00 IM-9x9 12 Design conforms Co main windforce-resisting 4.0" Q 9.00 system and components and cladding criteria. 3 Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 z M-1.5x3 r' 0 ti 4,7 a 5 0 M-3x4 M-3x8 M-3x4 * o J• 7-07 y y 4.- ,i. 7-07 15-02 y . �7tn• Vx . JOB NAME : 3413-D POLYGON NW - A2 89204PE "' Scale: 0.3509 441111111" 5; ..'. WARNINGS, GENERAL NOTES, 1111010 Truss: A2 Builder ntle tlon contractor should be advised of all General Natesoris:pen the otherwise noted: # and W ningsAa(era construction commences. 1.This design is based only pan the parametersdesign parameters shown and is kr an Individual OR yti�-y yu, "'4. 2444/ 2.4bracing mustbuilding component.Applicability of design and proper �j R EGV I Y preee`rr web be Installed where shown* Incorporation of component k the reepons bllny of the building designer. L+ a 3.Additional lens Bary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at .�/� '`. 1 4Ntx A, DATE: 11/30/2015 Ie the respon`�T�^,',+,of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively as unless braced throughout their length by �w/ ,a the overall str�rre le lbs responsibility of the building designer. ontinuous sheathing such as plywood required ng(TC)and/or drywall(BC). //a >y SEQ.: K 15 612 9 9 4.No load aho applied to any component unity after ed/bracingd 3.2a Impact bridging orlateral braGng where shown e e I j r ` 1 v fasteners are to and at no sea should anyloads and 4.Instagatas of truss Is the responsibility of the respective,ai contractor. FI 4 TRANS I D: LINK design loads red to any greater than 5.Design assumes trusses are to be used in a nonconoelve environment, component. and are for"dry condition.of use. 5.CompuTros 84 no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supporta shown.Shim or wedge if [[''''y�/ �// -I// /� fabrication,ha shipment a dsubjetto theslailalion of components. necessary. EXPIRES: 1G./3112fl15 8.This design Is (shed subject to limitations set forth by 7.Plates eseumse adequate ge la true.,provided. TPIhVECA la I,copies of which 0111 be furnished upon8.Plates incl b. bcated on both faces of trove,and placed so their canter November 30,2015 request. Ilnsa coincide with joint Anter lines. MiTek USA,IrM.yCompuTrus Software 7.6.6(1L)-E 9.Dlgna Indicate size of plats m mchee. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This designPACIFICLUMBER-BC prepared from computer input by IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TRUSS SPAN 8'- 0.0" 1-2=(-1516) 295 1-5=(-3 04) E116 WR/DD -306) 1694 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x6 KDDF #1&BTR2-3=( -191) 207 5-6=(-298) 1085 2_6=)-1438) 375 SPACED 24.0" O.C. 3-4=( -15) 7 375 BC: 2x6 KDDF #1&BTR WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. ',.LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF gEAAING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 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) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 RIDE ( 625) ** For hanger specs. - See approved plans ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL. BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAXTL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed = 0.472" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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- loof Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l , 9.00 Truss designed for wind.6loads in the plane of the truss only. M-3x6 001 0 AIN I A' o m ®LI A' 1 1P- 11111 o M-3x4 M-3x8 M-9x6 1210# +6370 b + )' [T� L1 PRO'� 8-00 IES� 2",4,4 0 89200PE ("" 3413-D POLYGON N �4 - AG I RD Scale: 0.9369 - JOB NAME : „ OREGON )C, GENERAL:CteTES, unkss otherwae noted 't7� ,a �� 'K( WARNINGS: 1,This den Is based only upon the parameters shown end s kr an Indhldual !J 4/ yy t 1 Builder and erection contractor fh to be advised of all General Notes building omponent Applkabmy of design parameters and proper ,� +9# 7 s A V ^i+. T TLI$S: AGIRD sits*epic before conshudign mmencee. Incorpotion of component is the responsibility onhe buildingdealgner 111 2.204 compression web bracing rau be Installed where shown*. 2,Design sumes the top and bottom chortle to he ie.* braced at ^- 3.Additional temporary bracing loiln re bobby during construction 2'o.c.and at 10'o.c.respecthety unless braced throughout their length by •Y( `(.:l F'y 10- DATE: 1 Is the responsibility of the erector:ddilknal permanent bracing of continuous sheathing such as plywood shealhingRTC)and/or drywall(BC). /3(l L� the overall structure Is the reepenbbility of Me building designer. 3.2a Impact bridging or lateral bracing required where shown** SATE: K/30/2015 4.installation of truss is the responsibility of the respective contractor. K 15 612 9 5 4.No load should be applied to any lime component until bed all bracing e M 5.Design assumes trusses are to be used in noncorrosive environment, SEQ.: fasteners d b mplmeandatnogm.ehoaartykaeegreaterma" and arefor•dryconndition of use. EXPIRES: 12/31/2015 TRANS I D• LINK design keds be applied to any component. 6.Design assumes full bearing at all supporta shown.Shim or wedge If • s.compaioe.has noconholover and.asamee no neloompoeeetyrorme ,.....ry. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided.d heed co their center 6.This designs furnished subject to the limitationssetforth by 8.Plates shaldeewolocated h el center hfaes oftruss,anp TPINJfCA In SCSI,copies of which will be 1ia111e11ed upon request 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompUTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) P This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #l&BTR 1-2=( 0) 68 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on 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" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" fMAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 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, MWERS(Dir), Z/- . ko load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 1 0 o I - 0 i ,e x. 1 M-3x4 y y 1-00 IPR*VIDE FULL BEARING;Jts:2,3,4 I 6-00 y .4 5c O PROF�s ;D .„lG1NE' d9 arch �c7 <r 89200PE -7r JOB NAME : 3413-D POLYGON NW - AJ1 4OPPAleir Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted: MO f S•. Truss AJ1 1.Builder and ereeMon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end la tor an indNidual -2f 47 OREGON ^J,i and Weminga yl�.� nsirucion commences. building component.Applicability of design parameters and proper G'^ A L,'V 2.2z1 compress web bracing moat be installed where shown 4 incorporation or component Is me responsibility of me building designer. (' M` "h. 3.Additional tem bracing to insure stability during consiruuion Z.Design assumes the top end bottom chords to be laterally braced al '�© / ♦A 5 V is the respond f the erector.Additional permanent bracing of �'^.c.end et 10'o.c.respectively unless braced throughout their length by /(+..,: 1(i�F DATE: 11/30/2015 the overall afro is the responsibility of be building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(8c1. �`•R R 1 LA'. 3.2a Impact bridging or lateral bracing required where shown e+ SEQ.: K 15 612 9 6 4.Na load should applied to any component until after aN bracing and 4.Installation elms is the responsibility of the respective contractor. fasteners are cllrplate end al no lime should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads blOopplied to any component. and are for'Wry condition'.of use. �/ �//�} jj�� 5.CsepuTrus ha control over and assumes no responsibility for the 6.Dee ss saumea full bearing et all supporta shown.Shim or wedge if EX P113 ES: 1 Ll a71 J2 V 1 5 fabrication,har ,shipment and Instellatlon of components. es 8.This design la ed subject to the limitations set forth by 7.Design shell beelo acted oth mage la prusWed. November 30,201 5 �iOK c B.Plescilbe located on both feces of Iruea,and placed so their center • TPIIWICA in BBI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,In 9.Digits indicate size of plate in inches. �.ICompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-7311,ESR-1988(Welk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTRSPACED 24.0" O.C. 2-3=(-85) 72 • TC LATERAL SUPPORT <= 12"OC. UON. ' 1 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 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" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" A 1 1' MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 7 /411 -IDesign 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(Dix), load duration factor=1-6, Truss designed for wind loads in the plane of the truss only. c 0 A ', 1 II c, • • • I 0 M-3x4 ; y l 1-00 6-00 (r^/�. (PROVIDE FULL BEARING;Jts:2,3,4 I 2 PRO" `ms` SA-, ` GiN ,r 44, 17 JOB NAME : 3413-D POLYGON NW - AJ2Scale: 0.5819 �i .aa. WARNINGS: GENERAL NOTES, unless otherwise noted. I O.RUON [((i7 t Builder and erection contracto h glebe dvised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual f_ r\ Truss: AJ2 and Warnings before construction commences. building component Applicability of design parameters and proper �jQ"'�,�.` 1 nYl\� 2.2a4 compression web bracing skM Installed where shown+. Incorporation of component is the responsibility of the building designer. 7/ 14 G VV 3.Additional temporary bracing to1 su 'stability during construction 2 Design assumes the top and bosom asscholer to be laterally braced at by Is the responsibilityof the erect Addtbnal permanent bracing of 2 0 o and at 10 o n respectively as ply unless breced(TC)a and/or r dry bngih). 6?R'1.- continuous sheathing such as plywood sheath ng(TC)endlor tlrywell(BC) Lr DATE: 11/30/2015 the overall structure is the responsibtb of the buNtlbg designer. 3,2o Impact bridging or lateral bracing required where shown++ SEQ.: K15 612 9 7 4.No load should be applied to any component until alter ell bracing and 4.Installation of truss is the responsibility of the respeGive contractor. fasteners are complete and at no time should any load.greater then 5.Design assumes trusses are to be used Ina noncorrosive environment design loads be applied to any component. and are for"dry condition"of use. TRANS ID LINK6.Design aasbmean.gbeedngstatsuppodashown.Shim orwedge:f EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and lnetaliation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the lineations sat rodh by 8.Plates sheN be located on both feces of truss,and placed so their center TPIIW'FCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indloate size or plate in inches. MiTek USA,Ino.ICompuTros Software 7.6.6(1L)"E 10.For basin connector plate design values see ESR-1311,ESR-1988(MiTek) r This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" TC: 2x4 KDDF 9l&BTRi ' IBC 2012 MAX MEMBER FORCES 3-13=)4WR/DDF/Cg=1.00 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3432 3-1D=( -89) 317 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4549) 913 10-11=(-796) 4408 10- 4=( -254) 1451 WEBS: 2x4 KDDF STAND 3- 4=(-4451) 924 11-12=(-663) 3827 10- 5=(-1361) 301 LOADING 4- 5=(-3540) 778 12-13=(-663) 3827 5-11=( -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4424) 968 13- 9=(-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <- 12"00. DON. DL ON BOTTOM CHORD = 10.0 BC LATERAL SUPPORT <= 12"OC. SON. PSF 6- 7=(-2555) 552 12- 6=( 0) 136 TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 439 8- 9=(-3379) 650 7-13=( -290) 1574 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 13- B=( -121) 208 ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED S ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1" ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 1448 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) j LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL d REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 9 (- psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting 7-11-11 system and components and cladding criteria. f11-06-10 7-11-11 T T Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-15 3-11-12 ; 4-02-09 2-11-12 4-09-05 3-11-12 3-11-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T598# T f f load duration factor=l.6, 12 Truss designed for wind loads M-41k8 in theplane of the truss only. 9.00 7 4 M-3x6 M-4x8 M-4x8 a 9.00 X NM-1.5x3 41t* T2 T2 _6_ M-1.5x3 iNti. 3 o Cs =J may 1- 1 }MI o M-3x10 0 110.5" 12 13 ,.q 1 My,3x8 M-1.5x3 M-3x10 M-3x8 M-7x6(S) y 1440# yy l • 1} PR{)PE 7-06-09 9-11-03 2-08-04 9-09-07 7-06-09 i oo1 27-06 y r.: ' ... INS d9 `S'rd �cr 'C9')OQf E JOB NAME : 3413-D POLYGON NW - B1 ,/ /' iiiiiiiPkp Scale: 0.2299 ..: 111,' / WARNINGS: GENERAL NOTES, unless otherwise noted. 10 !1+ x ki Truss B 1 I.Builder and err contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an individual -� ,OREGON and Warnl construction commences. bolding component.Appgcabllty of design parameters and proper 1 nge 2.2a4 compress f ebraGng must be Installed where shown+. incorporation of component s the responsibility of the building designer. 1114-* yy 3.Additional IemdArery bracing to insure stability during constructionAZ)2.Design assumes the lop end Sodom chords m be laterally bated at 'rQ / f A 1 ZV� '�^ Is the reopons/My of the erector.Additional permanent bracing of T o.c.and at 10'0.4 respectively unless braced throughout their length by v I a4 1 DATE: 11/30/2015 the overall is the res continuous rngogaterlbacnh as greuireMimesarmordrywan(Bc>. )�� sbuMae responsibility of building designer. 3.2s Impact bridging or lateral bracing required elthe reepe shown++ SEQ. : K 15 612 9 8 4.No mad should.* pplietl to any component until alter all bracing and 4.Installation of truss is the responsibility of the respeGNe contractor. fasteners are oXtegbte and et no time should any bads greeter than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design mads bllepplied ib any component. and are for'dry condglon•of use. 5.CompuTrusha�lmwntroloverendsssunnesnoreeponaibllityrorihe 6.Design assumeafull beadngateleuppodsshown.Shim orwedge if EXPIRES: 12/31/2015 fabrication,hailing,shipment end installation of components. race ry. 8.This design leAlledehedsubject tothe limitations set forth by T.PlatesDesigasaumesadedonboquate rainagelo truss. November 30,2015 S.Plates invi be located on Som tacos of trues,and Rioted so Meir center TPWSTCA in FIX$1,copies of whish will be furnished upon request lines colnclde with joint center lines. MiTek USA, 9.Digits indicate size Opiate In Inches. blp/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see 656-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 SPACED 24.0" O.C. 2-3=(-662) 146 5-6=(-156) 688 2-6=(-276) 128 BC: 206 KDDF STANDR 3-4=(-408) 138 6-7=( -72) 116 6-3=( -52) 288 WEBS: 2x4 KDDF STAND LOADING 6-4=(-224) 1174 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 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" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 24"01 CON. FOR LL = 25 POE Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 --",' ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" Attach 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed - 0.472" nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/y/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ- LL DEFL = -0.001" @ 7'- 10.2" /yvy` 9" oc in 2 rows) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x9 webs. *0 For hanger specs. - See approved plans 6-02-11 1-09-05 Design conforms to main windforce-resisting system and components and cladding criteria. 3-03-13 2-10-14 1-09-05 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M 6 load duration factor=l.6, 9.00 End vertical(s) are exposed to wind, 3 M-3x4 Truss designed for wind loads 4 -� in the plane of the truss only. 6: M-3x9 1 41,1 I 0 rn @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. o * i so " 1 ► 5 6 7 o M-3x4 M-1.5x3 M-6x8 M-3x8 • y , +1214 +63y7i# +233,i0# 3-02-01 2-08-13 2-01-01 y l � A0 1 O/ $ss 8-00 S. • Hca t4 6 1N4 ltp t 89200PE L' • JOB NAME : 3413-D POLYGON NW' - BGIRD Scale: 0.3864 ,-�° � r .•."' ' WARNINGS: GENERAL NOTES, unless otherwise noted. 4JRL�0N VP 47 14/ 1.Builder and erection contractorshould b advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual ,J y� Truss: BGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4 . 77 y,. i�r des As Incorporation of component N the responsibility of the building deegner. �y 2.2x4 compression web bracing mull M Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at [" 3.Additional temporary bracing to Insure stability during combustion 2•os.and al 10'o.c.respectively unless braced throughout their length by M is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '+w R F111-V! DATE: 11/30/2015 the overall structure is the responslbllty of the bultlbp designer. 3.2x Impact bridging or lateral bracing required where shown++ SE : K 15 612 9 9 4.No load should be applied to any component until eller all bracing end 4.Installation of hues is the responsibility of the respective contractor. Q• fasteners are complete and at no tons should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any1. and are for"dry condition"of use. TRANS ID' LINK g" padover e.Design assumes lull bearing at el supports shown.Shim or wedge it EXPIRES: 12/31!2015 S.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and lestallelbnofcomponents. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to Ws limitations set beth by S.Plates shell be located on both races of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coinGde with joint center firms. S.Diggs Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL TC: 2x4 KDDF #16BTR; IBC 20122-1 2-1 MAX MEMBER FORCES 9-42 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -429) 1890 19- 8=( -207) 891 BC: 2x6 KDDF #168TR 2- 3=(-7419) 2118 13-14=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 WEBS: 204 KDDF STAND; LOADING 3- 4=1-5640) 1758 14-15=1-1308) 4472 14- 4=( -13) 389 9-20=( -462) 1832 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=( -126) 251 2x9 DF 2900E A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1468 16-18=( -67) 201 15- 5=( -468) 1971 2x4 KDDF #16BTR B j 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 1 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 452 TC LATERAL SUPPORT <= 12"0C. UON. ; BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF D'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 146 BC LATERAL SUPPORT <= 12"00. UON. ' 9-10=(-4779) 1584 17-18=(-1725) 5314 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-9669) 1558 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 17- 7=( -270) 659 NOTE: 2x4 BRACING AT 29"OC UON. FOR 11-12=( O) 68 18- 7=( -399) 374 ALL FLAT TOP CHORD AREAS NOT SHEATHED I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-19=( -932) 360 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" 1 1 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 4 Design conforms to main windforce-resisting T ( T 3 11-15 12 i597.30� ' 1' 1' £597.30# ' system and components and cladding criteria. M-5x10 M-5x8 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 5 « -M-6x6 M-3X8 -M-8X9 9 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 M TZ Truss designed for wind loads • 9 in the plane of the truss only. M-1.5x3 M-3x8 A + o 3 M-5x12 •• o ,. a>a ,� B a, 13 19 15 1�•4- �'� of 1/ M-7x8 M-3x4 M-9x10 0 16 __ `� -'fl 0 o ' M-1.5x3 M-9x12 0.259 M-3x10 M-3x10 1 z 1 M-3x9+ M-7x10 M-7x8(S) o a 3.75 M-3x4+ 12 1 l 1 l v y y y l y 1 PR y 2-05-082-05-112-07-07 5-14-03 y 4-11-08 3-11-11 4-01-07 7-06-09 4 r"�x�f� 1-0y-05-08 10-09-08 20-09 1-00 00 ,,0 04 "1NE,�`,4 `S',,v+ ... 34-00 <{y . `r• 89200PE JOB NAME : 3413-D POLYGON NW - Cl �� • Scale: 0.1604 „� WARNINGS: y,' GENERAL NOTES, unless otherwise noted: ,y Truss: C 1 1.Builder end million conhactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an i,bividual fl OA E GON 't1/ and Warnings'Wore construction commences. building component.Appkability of design parameters and proper �) 2.1s4 compress!. b bracing must be installed where shown 4. Incorporation of component Is the responsibility of the building designer. / y 3.Additional to bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced al ''76 Al-7 k i A s /ZC) .'s'' DAT F.; 11/30/2015 Is the tarpons f the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.raspaGHely unless braced throughout their kngM by Sw,y Y f+. 1 the overall al la them responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t SEQ.: K1561301 4.No load should applied to anyg4.Installationtlltoftrusridging is 160latrelponsibity of respreshowo•ra �[)10- DATE: POnocomponent until after all greater 4.Design trues Is the are of the respective contractor. • /1-1 L. fasteners are camplete and at time should any loads greater than 5. assumes trusses ere to be used In a non-corrosive environment, TRANS ID: LINK design loads bOtpplledtoany component. and are tsr'dry condition'of use. 5.CompuTrue lattice control over and assumes no responsibility for Me 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: �j [['�� �j 3 rj/y fabrication,halting,shipment and installation of components. ty G f IIlE 47: 1 Lj s�1/LL15 B.This design Is h Y��a subject to the limitations set forth by L Design assumes adequate drainage is provided. TPI/WrCA In ROI, lea of which will be furnished upon8.pies c ncbe with n on center erletas of truss,and placed so their center November 30,2015 0 request. lines coincide w8h joint center lines. MiTek USA,ht,ICompuTFUs SoftWere 7.6.6(1 L)-E a Digits indicate sae of plate In Inches. 10.For basic connector plate design values see ESR-1311,E5R-7988(MiTek) M This design prepared from computer input by PACIFIC LUMBER-BC LUMBER 4PNOIEICATIONS TRUSS SPAN E INC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 0.1" 1-2=( 0) 68 2-4=(0) 0 TC: 2x4 NODE #1&BTR LOAD DUSPAIED INCREASE C 1.15 2-3=(-129) 101 SPACED 29.0" O.C. BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. ! 1 LOADING ILL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL.-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 41' MAX HORIZ. LL DEFL - -0.001" @ 5'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 11/°11°111 Design conforms to main windforce-resisting 9.00 17 12 0 system and components and cladding criteria. Wind: 140 mph, h=21.9f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o' I 0 v I O /- cri O f 1 0 M-3x9 1-00 6-00 J' i' c),V0 P f1 Q ' 619IP BOVINE FULL BEARING;Jts:2,9,3 I a•`.`^a.""Ie+',� (f��f V' V89200PE t-�/` JOB NAME : 3413-D POLYGON Ntni AJ3 OP Scale: 0.4979 WARNINGS: ( GENERAL NOTES, unless otherwise noted. 10 OREGON Q 1,This design k based only upon the parameters shown end is for an Individual /♦, 14, I.Builderami s efor senstnorahplotbences. slag General Notes buildingcomponent.Applicability f des parameters and proper ^� •Cr L� n�'N� Truss: AJ3 and Warnings before mnmraalon ah manes.. fcopp vo design / F 2.294 compression web bracing N MstaMd when shown v. Incorporation a component Is the responsibility of the building designer. {` press g mu 1e 2.Design assumes the lop and bottom chords b be laterally braced at ,s t .C� 3.Additional temporary bracing to 1 s*stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `'1'IAL:'L^�j a.-,1�* �/ Is the responsibility of the erector:Atlditbnal permanent bracing of continuous sheathing such as plywood eheething(TC)andlor drywell(BC). L•R FR` �` DATE: 11/30/2015 the overall structure is the respon96llity of the building designer. E 2e Impact bridging or lateral bracing required where shown•t 4o load should be applied to any component until eller all bracing and 4.Installation of trues is the responsibility of the respective contractor. SEQ.: K 15 613 0 2 .N 5.Design assumes fasteners are complete and at no Woe should any bade greeter mantrusses are to be used m a nontormmve environment, and areforumeshdry nlbeariofuse. EXPIRES: 12131(241.5 TRANS I D• LINK design loads be appliedcon to anycomponent.anponent. fi.Design assumes NII bearing at all supports shown.Shim or wedge If 5.CompuTrua hes no control over and assumes m responsibility for the necessary, fabrication,handling.shipment and Installation of°mononania. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished sub)ecl to the limitations M forth by 8 Plates esashall be locjoint oonn both faces of truss,end placed so their center iPIMryCA In SCSI,copies of whkhwill be furnished upon request. liner lines. 9.Digits indicate elne of plate In Inches. MITek USA,Inc./CofnpUTrus Software 7.6.6(IL)-E 70.For basic connector plate design values see ESR-1311,E5R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 RUDE #1&RTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. ' 2-3=(-198) 177 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=( -94) 36 LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ' kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.459" y I MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" 11 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.00 r' (w Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. 0 0 kl • 0 ti 0 l0 1 5>< M-3x4 1 1 1 1 1-00 6-00 1-05-15 4 ,p PRpx�:,. (PROVIDE FULL BEARING;Jts:2,5,3,4 I ,AGINE' � (3/ 441v t 4 ,w 89200PE JOB NAME : 3413-D POLYGON NW - AJ4 Scale: 0.9709 • -^" WARNINGS: GENERAL NOTES, unless otherwise noted' i OREGON QZ Truss: AJ4 1.Builder end wagon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en IndNiduel )7 p OREGO1W �"f`4 and Wardr$before construction commences. building component.Applicability of design parameters and proper ,j.�' 2.2x9 compos en web bracing must be Installed where shown 5. Incorporation of component Is the responsibility of the building designer. �i t �� 3.Additional tewlparery bracing to insure stability during construction Z.Design assumes the top and bottom chords to be laterally braced al j:!1. ' i 4 1,, Is the respol bNty of the erector.Additmnal permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DATE' 11/30/2015 the overall*Pure is the responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)andlor Mywall(BC). Ga SEQ. : K1561303 4.No toed shot"be spatted to any component until after all bracingand 3.I Impact bridging or lateral bracing lgfibd where shown++ RRM." ° 4.Installation Mattes ie the responsibility of the respadNe contractor. fasteners mplete end at no time should any made greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design loadAdIa W.applied to any component. end are for'dry condition"of use. 5.Eempclnro 1*s no control over end assumes no responsibility for the B.Design assumes NII bowing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication, ding,shipment and Installation of components. necessary. t* 8.This design 0Mnishedsubject tothe limitalbnsset forth by L Peter haasumebos deden drainageistruss,an November 30,2015 B.Plates shall be located on both faces of truss,and placed so their center TPIIWfCA Ir'*CSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,becJCompuTroe Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. to For basic connector plate design vises see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 8-17=(-132) 673 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2B48) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 WEBS: 2x9 KDDF STAND 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 LOADING 4- 5=(-1831) 493 19-16=1 -9) 60 13- 5=(-191) 831 TC LATERAL SUPPORT <= 12"OC. UON. ALL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1662) 508 17-10=(-317) 1430 6-15=( -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 14-15=( 0) 90 13- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=) -40) 120 10-11=( 0) 6B 16- 7=( -90) 117 ALL FLAT TOP CHORD AREAS NOT SHEATHED 7-17=(-503) 166 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 2-07-04 3-06-05 3-10-02 f3-03-05 5-05-11 5-03-10 4-10-11 5-01 Design conforms to main windforce-resisting f f f fsystem and components and cladding criteria. 12 12 M-4x6 M-4x6 9.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 5 M-3x M-7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y,/ , M s load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x9 4 M-1,5x3 + .+ M-1.5x3 3 • o M-3x6 ,�„ m 0 ' 'a' .., l 13 15 '1, 1 0 1- M-3x8 0 14: ;,6 17 I M-5x10 , M-1,5x3 0.25 M-3x8 M-3x6 1 0 M-3x4+ M-5x8 -M-6x6(5) .a 3.75 M-3x4+ 12 )' )' k y y y y0° PR°ice49 y 2-05-08). o5 o8y 7-02-07 3-08-13 y 5-02-03 5-09 03 9-07-15 l ""� 'AG,NE '7 tS, 1-02-05-08 10-09-08 20-09 1-00 34-00 4' 89200PE �r- JOB NAME : 3413-D POLYGON NW C2 Scale: 0.1604 •a WARNINGS: GENERAL NOTES, unless olherwisenoted: OREGON �[)., . 1.Builder and erection contractorh pfd beadvised of all General Notes 1.This design la based only upon the parameters shown and Is for en individual } rya L Truss: C2 and Warnings before construction ebmmenoes. building component.Applicability or design parameters and proper `3�/�Q-ftt � (N •\ 2.204 compression web bracing enact be Instated where shown+. incorporation of component Is the responsibility of the bolding designer. 4.�' ,'.1 V 3.AddOionel temporary bracing to insure slabilfly during construction 2.Design assumes the lop and bottom dards to be laterally braced at is the responsibility of the erector.Additional t bracing f 2'continuous and at f P hin respectively unless braced throughout their all(B by '''TE-ii R I VA- DATE: Peter nen g o conntp I sheathing such as plywood aheathlh re and/or drswell(BC). 4+ DATE: 11/30/2015 the overall structure Is the responsibility o1 the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SE K 15 613 0 5 4.No load should be applied to any component mil alter all bracing end 4.Installation or truss is the responsibility of the respectNe contractor. Q fasteners are complete and al no time should arty bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, d..ign loads be applied to any component. and are for"dry condition"of use. TRANS ID LINK 6.Deslgnessu eslull bearmgataN supports shown.Shim orwedge it EXPIRES: 12/31/2015 5.CompuTme has no control over end assumes no reeponalbiigy for M. necessary.m fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is tarnished subject to the limitations sal forth by 8.Plates shell be located on both faces of truss,and pieced so their cellar TPIIWTEB in BCBI,copies of whkh will be fumMrd upon request. g,loes ess coincide with size ofnt plate ter!lees. MiTek USA,Inc./CornpuTrus Software 7.6.6(1 L)-E 1G For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #168TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #168TR 1- 2=( 0) 68 2-14=(-999) 2157 19- 3=( 0) 331 WEBS: 2x4 KDDF STAND • SPACED 24.0" O.C. 2- 3=(-2896) 727 19-15=(-381) 1629 14- 9=(-150) 618 3- 4=(-2564) 758 15-17=(-359) 1669 9-15=(-321) 179 LOADING 4- 5=(-1831) 619 16-18=( -19) 60 15- 5=(-216) 831 TO LATERAL SUPPORT G= 12"00. UON. LL( 25.0)051( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0- 12"0C. SON. 5- 6=( 0) 0 18-19=(-353) 1601 15- 7=(-534) 209 DL ON BOTTOM CHORD - 10.0 PSF 5- 7=(-1411) 539 19-12=(-401) 1930 7-17=( -13) 234 --- TOTAL LOAD = 92.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 NOTE: 2x9 BRACING AT 24"00 UON. FOR 8-10=(-1298) 511 17-18=(-339) 1550 ALL FLAT TOP CHORD AREAS NDT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 6=( -63) 149 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=(-1718) 577 18- 8-( -90) 117 11-12=(-1990) 591 8-19=(-512) 187 LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 12-13=( 0) 68 10-19=(-143) 673 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA I LOCATIONS REACTIONS REACTIONS SIZE 5Q-IN. (SPECIES) I 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.97 KDDF ( 625) F 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 •'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I 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 A MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" T I fMAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 2-07-04 3-06-05 3-08-01 2-021-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" T T T T ' T 4 I T T 10-00 10-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 12 M-4x6 9.00 7 M-3x9 M-4x6 12 5 7 M-3x8 0 9.00 Design conforms to main windforce-resisting 6 system and components and cladding criteria- Wind: r mph, h=23ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3X9 l Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 d duration actor=l.6, M-1.5x3 ld/ ,..... the plane of the truss only. } M-1.5x3 3 0 M-3x6 4. iia o 0 M-5x10 M-3x8 0 x`'1716 '1` �_ I 0 ,,,M-1.5x3 0.25�'e M-3x8 3a M-3x9+ _ M-3x6 19 1 0 M-5x8 -M-6x6(5) 0 .a 3.75 M-3x4+ 12 l l y y l l ..I' �.� p P SFS J' J' o5-oay 7-02-07 3�p6-13 y 5-02-03 5-09-03 9-07-15 1-00-05-08li 10-09-08 F 20-09 00 \ ' ' �c;,h �(,,)' . 34-00 '�L '7 `"<' 89200PE "- JOB NAME : 3413-D POLYGON NW - C3 - Scale: 0.1604 .' WARNINGS:• �_ GENERAL NOTES, unless otherwise noted: 1. Yy.. Truss: C 3 1.Builder and ereglen contractor should be advised Mall General Notes t.This designs based only upon the parameters shown and is for an individual -7y )R E GOO 14' and Warnings construction commences. building component.Applicability of design parameter°end proper +j 1.:71Ji V �'yJ 2.204 pres°b�bracing must be Installed where shown+. Incorporation of component Is the responsib Ilty of the building designer. G+ [� 3.Additional tempary bracing to Insure stebllhy during construction 2.Design assumes Me top and bosom chorda to be laterally bread at r© 14' ^h� Is the responsibly of the erector.Additional permanent bracing of 2'o.c,and at 70'o.c.respectWely unless braced Throughout their length by •�V 11 DATE' 11/30/2015 the overall stroe pa is the reaponelbiky olihe building designer, continuous sheathing each as pywood sheathing(TC)antl/ortlrywell(BC). "R �� 4.No load should • Ikd to any3.2x Impact bridging or the re bracing required where shown ♦ C;,tel{H SEQ. : K1561306 ppcomponentuntilaaerallbracingand 4.Installation of truss le there°ponsiblptyofthe respectbecontractor. fasteners are coYlpkte and el no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design leeds be llfled teeny component and are for"dry condition"of use. 5.CompuTrus has*control over and assumes no respon°ibitity for the e.Deis seumes full bearing at all supports shown.Shim or wedge if fabrication,haneltsshipment and Installation of components. ry EXPIRES: 12/31/2015 B.This design Isfu*Mhed subject to the limaanons set forth by 8.Design latsshassumes ;A be loc;doon°both'bcesloftruss°end placed so their center November 30,2015 TP WVTCA In SOW,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inq;ICompuTrus Software 7.6.6(7 L)-E 9.Digits Indicate size of plate In Inches. 16 For basic connector plate design values see ESR-731 t,ESR-19851(MRek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 TC: 2x9 KDDF #1BTR LOAD DUSPAIED I20"SE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 299..0" O.C. 2- 3=(-1962) 915 10-11=(-210) 1519 3-11=(-976) 245 3- 4=(-1502) 458 11-12=(-140) 1196 11- 4=(-152) 556 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1084) 934 12-13=(-240) 1992 11- 5=(-187) 100 I Lid BC LATERAL SUPPORT <= 12"01. UON. 6- 7=(-1502) 458 6-12=(-152) 556 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1084) 434 13- 8=(-239) 1994 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(-1962) 915 12- 7=(-976) 245 TOTAL LOAD = 42.0 PSF 8- 9=7 0) 68 7-13=7 0) 294 NOTE: 2x4 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -250/ 1592V -273/ 273H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -250/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net7-5 psf) uplift at 29 "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 = -0.064" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 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 f T T T Design conforms to main windforce-resisting 7-02-12 6-08-15 3-00-OS 3-00-05 6-08-157-02-12 � system and components and cladding criteria. � T T 1 - T T 12 Wind: 190 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-9x6 N9.00 load duration factor=l.6, 9.00 9 M-3x4 Truss designed for wind loads �. in the plane of the truss only- f M-3x9 J M-3x9 3-1-Nt * + _/•••••••••,,1 IIIIN 0 0 -,( 10 T 1 12 13 • o p o 1 -3x5 M-1.5x3 10.25". 0.25" (5) M-1 5x3 M-3x5 I �'�0 PRD,P .S M-5x8(S): o \� \(x}NE6,,�y c,9/+? * y y * * y 7 7-01 6-06-15 6-08-03 6-06-15 7-01 y QCs '�,7. J, 0 1-00 cc* 89200PE 1-00 • 34-00 JOB NAME : 3413-D POLYGON NW - C4 scale: 0.1602 ,, WARNINGS: GENERAL NOTES, unless otherwise noted. 11. �e OR ri,GON a�. , I.Builder and erection contractorshould be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual f ry u•• Truss: C4 and Warnings belore construction ooremermes. building component.Applicability of design parameters and proper � ' "/�t� ��t �tA&, Incorporation of component Is the responsibility of Me building designer. "Y/ V 2.229 compression web bracing must Es Installed where Mown 0. 2,Design assumes the top and bottom chords to be laterally braced al (]� 3.Additional temporary bracing to hums:stability during construction 2'o.c.end at 101 0.C.respectively unless braced throughout their length by l03R10... v Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). . DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ S E K 15 613 0 7 4.No bed should be epplied to any component until side/ell bracing and 4.installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and al no time should any bade greeter then 5.Design assumes trusses 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. B.Design assumes full hewing EXPIRES: 12/31/2015 E compdTma has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations eel bdh by B.Plates shell be located on both feces of truss,and placed so their center TPIANfCA in BCSI,copies of which del be lumlehed upon request. lines joint Digits Indicate size g plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see EBR-1311,ESR-10811(Mitch) t This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=( 0) 294 WEBS: 2x4 KDDF STAND o SPACED 24.0" O.C. 2- 3=(-1962) 527 12-13=(-319) 1520 3-13=(-975) 232 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. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 4- 6=(-1089) 516 15-10=(-333) 1444 6-14=(-198) 125 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 NOTE: 2x9 BRACING AT 24"OC DON. FOR 8- 9=(-1502) 569 9-15=( 0) 294 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 68 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/ I542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) • !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 15-11-11 2-00-10 15-11-11 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-7; 2-OY-Om-OB-08-02 ` 6-06-15 A 7-02-12 T MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" / ,( f ,r I ` MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" f f / 14-00 • / 14-00 1 5 7 f 12 T Design conforms to main windforce-resisting M-4x6 M-4x6 12 system and components and cladding criteria. 9.00 79 M-3x4 Q9.00 6 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ek 6 s. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-5x8(S) Truss designed for wind loads M-5x8(S) in the plane of the truss only. 0.25" 0.25" ,z011°Iiiiiiii/ 0 o 18 , ,r WW B c I -3x5 3 to M-1.5x3 • 0.25" 0.25"4 M-1.5x3 M-3x5 �� 1 1 • M-5x8(S) M-5x8(S) re0 PRaPt 7-01 y 6-06-11. y 6-08-03 y 6-06-15 y 7-01 J,-41-00 34-00 ' 1-00 =92OOPE - ,. JOB NAME : 3413-D POLYGON NW - C5 /// /' ItScale: 0.1602 ® r 7i WARNINGS GENERAL NOTES, unless otherwise noted: 410 /'y.. Truss: C 5 I Builder d ereron contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual .�,a e_OREGON D R EGC N b, 444. and Wpore construction commences building component Applicability of design parameters and proper r/ llilL v tom(/ 2.2x0 p self web bracing must be InstaNed where shown♦ Incorporation of component Is the responsibility of the building designer. &+^ `' 2C3,)‘;,-,k" �1� a. 3.Additional tem Iary bracing to Insure atab8ity during construction 2.Design assumes the top and bottom chorda to be laterally braced at "�� �/ 1�' �"' Is the respons of the erector.Additional permanent bracing of 2'o.c.and at ID o.c.respeGNely unless braced throughout their length by I . DATE: 11/30/2015 the overall sir is the responsibility of he building designer. continuous sheathing such se plywood sheathing(TC)and/or drywall(eC). R R)Lk- DATE: � p 4.No lead ahoum3.2x Impact bridging or lateral braGng required where shown•t• SEQ. : K 15 613 0 6 !a applied b any component until after all bracing and 4.Installation of buss is he responsibility of the respective contractor. fasteners areto and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrostve environment, TRANS ID: LINK design loads 'pled to any component and are for"dry csndllien"et use. 5.CompuTrus hati as central everand assumes se respOnsibibtg Fe he 6.neessaseumesFullbearmpateMsupposeshown.Shlmorwedgeit EXPIRES: 12/31/2015 fabrkation,hanlirg,shipment and Installalmn of components. necessary. 6.This design Is fJdshed subject to the limitations set forth by 8.Designassumeseloadequateta othlfage la trusisea. November 30,2015 TPIMTCA In B 8.Plates be located on both latae of taros,and placed so their center 16I,copies of which will be lurniehed upon request. lines coincide with joint center lines. MiTek USA,In B.Diggs Indicate size or plate In inches. �JCempuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1888 Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 68 2-10=1-215) 1640 3-10=1-246) 204 BC: 2x4 KDDF 1.11&BTR i SPACED 29.0" O.C. 2- 3=(-1996) 912 10-11=(-153) 1379 10- 9=) -60) 972 3- 4=1-1798) 960 11-12=(-153) 1259 4-11=1-615) 289 WEBS: 2x9 KDDF STAND I LOADING 4- 5=(-1271) 455 12- 8=1-229) 1432 11- 5=(-368) 1139 5- 6=1-1271) 455 11- 6=(-615) 289 TC LATERAL SUPPORT <= 12"00. UON. 41 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7=(-1748) 960 6-12=( -60) 973 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 7- 8=(-1996) 412 12- 7=(-296) 204 8- 9=1 0) 68 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1592V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.074" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5_06-09� I 5-06-09 5-06-09 5-10-14 I MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" T T 1 1' 1' T '1' MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-9x6 9.00 9.00 17 Design conforms to main windforce-resisting 9.0" system and components and cladding criteria. 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(S) N M-5x6(S) load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0.25" .25" 9 . 0 �? y +1 M-1.5x3 M-1.5x3 3 , \ / 0 • 0 sr qla 'f 12 • c I 10.25" M-3x4 I7 M-3x4 M-3x5 to t7_0) PROP cl 0 1 -3x5 J' _ M-Sxy(S) ; 8-08-03 C,F0 NAG{NC -,%''k',. / 8-08-03 8-03-13 8-03-13 1' 0 34-00 1-00 'Ct.. E.' 89200 �� 1-00 JOB NAME : 3413-D POLYGON NW - C6Scale: 0.1602 =+ h WARNINGS: GENERAL NOTES, unless otherwise noted: CO Ol1El "... , kg 1 Builder and erection contractorhhulh be advised alai General Notes 1.This design is based only upon the parameters shown and is for an individual `_ Truss: C6 and Warnings before constructionto#imences. building component.Applicability of design parameters and proper �G�, ,...y ,��� Incorporation of component is the responsibility of the building designer. 4. / •+) 2.2v4 compression web bracing muae�� Installed when Mown+. 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to in s)x stability doting aonstruGlon 7 c.c,and al 10'o.c.respectively unless braced throughout their length by /s i is the responsibility of the erector..td.Itlonal permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). Cl"', R I A- DATE: 11/30/2015 the overall structure is the reepon bi of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ SE K 15 613 0 9 4.No load should be applied to any component until alar all bracing and 4.Installation of Buss is the responsibility of the respective contractor. Q• fasteners are complete and et no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment. design loads be applied to any component. and are for"dry conditioni of use. TRANS ID LINK 6.Design assumes 41beadngatalsuppo sahown.Shimorwedgeif EXPIRES: 12131/2015 S.CompuTme has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitetions set'Orth by 8.Plates shall be coaled on both laces of truss,and placed so their center TPIIWFCA in SCSI,copies of which will be furnished Won request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see 65R-1311,ESR-1988(MiTek) i 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TO: 2x4 KDDF 81&BTR TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1992) 606 12-13=(-907) 1700 12- 4=(-137) 669 LOADING 3- 4=(-1720) 593 13-14=(-407) 1700 12- 6=(-611) 212 TO LATERAL SUPPORT <= 12"01. UON. 4- 5=1 0) 0 19-10=(-918) 1432 13- 6=( 0) 343 BC LATERAL SUPPORT <= LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4- 6=1-1302 524 12••OC. UON. DL ON BOTTOM CHORD = 10.0 PSF ) 6-14=(-605) 197 TOTAL LOAD = 42.0 PSF 6- 8=(-1312) 528 8-14=(-125) 665 7- 8=( 0) 0 14- 9=(-209) 176 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=(-1720) 604 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-1992) 615 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 68 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) I0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 9 34'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" li-11-11 9-02-10 12-09-11 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 Design conforms to main windforce-resisting fT f 1 fsystem and components and cladding criteria. 10-00 ,( 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 7 T '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 9.00 M-9x6 / 12 load duration factor=1.6, M-4x6 Q 9.00 End vertical(s) are exposed to wind, M-3x8 Truss designed for wind loads y6 in the plane of the truss only. wee '/ M-1011/1.1#5°75x3 M-1.5x3 0 40111°11/4. o 12 13 , rn of I -3x5 M-3x8 0.25" M-3x8 14 li 1 .c.„9,0)' {'� l l M 3xs P130/C:V M-5x6(5) o 1 1 J' y 9-07-15 7-04-01 7-04-01 9-07-15 y .,�� �Ca1N 'F� ,/ 1-00 34-00 1-00 '$� �' 89200PE r JOB NAME : 3413-D POLYGON NW - C7 Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted: it Truss C7 Bulbar ands�lo contractor should be advised of ell General Notes This design is based only upon the parametersshown and is foran individual �y OREGON l sjr'G• and Warnings fore construction commences. building component.Applkebility of design pare meters and proper / u(l G t V A- -vl 2.2a4 wmproealarr web bracing mast be installed where shown�. incorporation of component k the responsibility or the building designer. ,�} 4' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top antl bottom chords to be laterally braced at �/� 7 y' 14 /1��le' ..s=� DATE: 11/30/2015 Is the rcepo�n��sy_y�of erector.Atldlllarwl permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Sw/ G } the overall`"'1ra'a�is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !�J}1' 3.isImpact bridging of is thterelpraGngry of the repeshe coca v �l[7'i �, S EQ.: K 15 61310 4.No load shoo dW pplletl to any component until after aA bracing and 4.Ina alletlon of trues Is the responsibility of the respective contractor. (f 1 4 fasteners are to and at no time should any loads greater man 8.Design assumes busses are to be used in a noncorrosive environment TRANS ID: LINK design loads0 lied to any component. and are for"dry condition'or use. - 5.Comparrae helmonirol over and assumes no responsibility for the 8 Design ossa assumes Nil bearing at se supports shorn.Shim or wedge if fabrication,herding,shipment and installation of components. ry. EXPIRES: 12/31!2015 7.Design assumes adequate drainage is provided. 6.This design is*Milled subject to the limitations set forth by • TPIIWTCA in S.Plates shall lucaten belt hoes or truss, placed so their canter November 30,2015 copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Ir ./CompuTrus Software 7.6.7(11...)-E B.Digits indicate size m plata in inches. 70.For bask connector plate design values see ESR-1311,ESR-1988(Wee) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPXIIIICATIONS TRUSS SPAN RE0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 211 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-291) 1505 3-11=(-219) TC: 2x4 XIII #1&BTR SPACED 29.0" O.C. 2- 3=(-1992) 492 11-12=(-274) 1698 11- 4=(-122) 659 BC: 2x4 KDDF #1&BTR 3- 4=(-1720) 979 12-13=(-274) 1698 11- 5=(-596) 183 WEBS: 2x9 KDDF STAND . LOADING 9- 5=(-1300) 490 13- 9=(-339) 1432 12- 5=( 0) 343 5- 7=(-1301) 953 5-13=(-599) 162 TC LATERAL SUPPORT <= 12"OC. UON. ALL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7=( 0) 0 5-13=(-596) 162 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(-1720) 999 13- 8=(-218) 199 TOTAL LOAD = 42.0 PSF 8- 9=(-1992) 510 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PDF LIMITED STORAGE AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PUP. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -240/ 1592V -196/ 196H 5.50" 2.97 NODE ( 625) 39'- 0.0" -250/ 1592V 0/ OH 5.50" 2.47 KODE ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 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 = 0.090" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 1-00 9-08-11 5-01 Design conforms to main windforce-resisting 5-01 9-10-11 7-00-OS 6-02-05 T r 1 system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,r T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 S4-4X6 12 load duration factor=l.6, End Vertical(s) are exposed to wind, 12 M-4x6 M-3xB Truss designed for wind loads 9 M-35 Q 9.00 9.00 � � in the plane of the truss only. awl M-1.5x3 M-1.5x3 3 +. .1- .144444% . 1 0 o ail hail ® 1.- 13 0 0 0 11 12 7tM-3x5 M-3x8 0.25" M-3x6 M-3x5 o 0 M-5x ' PR r y y ) )• c,\f`, yFC &76'S h , - E ! 9-07-15 7-04-01 7-04-01 9-07-15 G '9 y y y 44 .7 1-0034-00 1-00 • 89200P E Scale: 0.1852 `sera /� r JOB NAME : 3413-D POLYGON NY - C8 tri'..' WARNINGS: I II GENERAL NOTES, unless otherwise noted' J� �qOREGON 1.Builder and erection contractor st✓oyd be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual �/- �! • kr` Truss: C 8 and Warnings before constr ctlar ences. building component Applkabilay of design parameters and proper vfQ �} f ay Incorporation of componentla the responsibility of buildingdesIgner �" V 2.204 compression web bracing JdBe Inslelted whero shown+. 2.Design assumes the top and bottom chords to be laterally braced at A_ 3.Additional temporary bracing to Insure stability doing construction 2'o,c.and eI f 0 o,c.reapecthely unless braced throughout their length by A ry'�� is the responsibility of the erector,Additional permanent braGng of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). 'w•`7 1-1 DATE: 11/30/2015 the overall structure is the responsibility olthe building designer. 3.2x Impact bridging or lateral bracing required where shown++ No bad should be applied to any component untiluntilalter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 15 61 311 4.fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition'Muse. EXPIRES: 12/31/2015 TRANS I D• LINK design bads be spoiled to any component. 6.Design assumes lull bearing et al supporta shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility ler the necessary. fabrication,handling,shipment and Instsllelbn of components. • 7,Design assumes adequate drainage m provided. November 30,2015 6.This design is furnished subject to the limitations set forth by B.Metes shall be located on both laces of truss,and placed so their center TPPN TCA In SCSI,copies of which will be lurclraad upon request. lines coincide with join center lines. 9.Digits Indicate size of plate in Inches. MiTekUSA,Ine.ICompuTrue Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1986(MITA) rf 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 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3056) 514 14-15=(-282) 2304 14- 4=( -108) 46 WEBS: 2x4 KDDF STAND • 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=( -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4466 15- 5=( -224) 1254 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2318) 460 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT 0= 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 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 34'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 418 11-12=(-6616) 1366 10-18=( -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=( 0) 68 18-11-) -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING. MAX VERT MAX HORZ BOG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:2,4,6-7,10,14 1 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) '�,- ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN V` nails staggered: I 9" oc in 1 row(s) throughout 2x4 top chords 9" oc in 2 row(s) throughout 2x6 bottom cho Os, 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 BORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 T T f f 3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-2803-073-01-06 3-04-14 Design conforms to main windforce-resisting T I 1 ' ' ' ,( ' ,' I 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# I' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 B 4M-4x6 12 load duration factor-1.6, 9.00 5 6 7 9.00 End vertical(s) are exposed to wind, y * M Truss designed for wind loads 0 in the plane of the truss only. M-1.5x3 +// M-1.5x3 3 • o Aso AGA l 1 14 15 1 17 18 , 3 I M-3x8 �.25" M-3x8 M- 8 0 /''y M-7x8(S) M- 025# 11 .0 PRpce,. 1 l l 1 l 1 C..;\ T jj,i 1 st C ' / l y 6-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 y ,, �„` FR A_ 1-00 34-00 1-00 .t' 89200PE '"6<' JOB NAME : 3413-D POLYcON NW - C9 Scale: 0.1834 . /�. ) WARNINGS: GENERAL NOTES, unless otherwise noted: V 01-TUOItl ^.i. .Truss: C 9 and Warning6•-fore construction commences. building component.Applicability of design parameters and proper I.Builder end- -•n contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and la lar an individual `� 4.. ,,}}}t� f, 2.2w4 cern•-. • web bracing must be instated where shown 0. incorporation of component la the responsibility of the building designer. © 7 14 2° �� 3.Additional to •rery bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at q 2'o.c.and at 10 o.c.respectNely unless braced throughout(hair length by the a real• -me of the erector.Additional permanent bracing of continuous sheathing such as plywood.heel when C)and/or drywell(BC). +fl RIO- SEQ.: DATE: 11/30/2015 arta overen @ me ie the responsibility of me building assigner. 3.z.Impact bridging or lateral bracing required where shown.. 1�i7 El5 61312 4.No load she be applied to any component until eller at bracing and 4.Installation of Imes Is the responsibility of the respective contractor. fasteners are• plete end at no time should any loads greater than 5.Design assumes trusses are to be used is a non<arrosme environment, TRANS I D: LINK design loadsapplied to any component. and are for"dry condition"of use. 1 6.Design assumes fail bearing at all supports show.Shim or wedge It EXPIRES: 12/31/2015 5.Compuirus no control over end assumes no responsibility for the necessary, fabrication, shipment and installation ofcomponents. 7.Design s,sumesadegWIdrainage lsprovided. November 30,2015 8.This design I (shed subject to the limitations set forth by 8.Pletes shall be located on both feces of trues,and placed so their center TPIIWTCA in•SI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA, JCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONSTRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=1-47) 110 6-5=( 0) 18 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x4 KDDF STAND 3-4=1 -28) 40 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 F7 9 -1 Design conforms to mainindforce-resisting ') system and components and cladding criteria. l M-4X6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, II v (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, I End vertical(s) are exposed to wind, � o Truss designed for wind loads �A . I in the plane of the truss only. N . 1 'm 11111111111.1 o M-1.5x4 f 0 o WEZEO M6.34' C" M-3x4 M-3xy 2-03-12 9-11-09 0-09 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING;Jts:2,9,7 I f)..F .�^s"�N�4� <2*-7( 892o0PE JOB NAME : 3413-D POLYGON NW - CJ2411. 111, . ' Scale: 0.5126 40 ' 40 WARNINGS: GENERAL NOTES, unless otherwise noted' t REGONNA3. /(a 1.Wider and erection contractor sh Ud beadvised dell General Notes i This design k based only upon the parameters shown and is for an individual /� �y f G Truss: CJ2 and Warnings before construction cpmMencee. building component.Applicability of design parameters and proper 7 V 2.204 compression web bracing must be!Instaped where shown a. Incorporation of component is the responsibility of the building designer. /� 3.Additional temporary bracing to Insure ltabiiSy during mnslructbn 2.Design assumes Me lop and bosom chords to be laterally braced at •YjL (+,R I ki-L is the responsibility of the erector.Additional permeant bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the bulkEng designer. 3.20 Impact bridging or lateral bracing required where shown++ S E K 15 61313 4.No load should be applied to any component until attar WI breGng end 4.Installation of trues is the responsibility of the respective contractor.4 fasteners are complete and at no time Should any bads greater then 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2015 TRANS ID: LINK 5.CompuTrushas nocontrol over end assumes noresponsibility for the S.DeslgnessumeaNllbeerngetellsupportashown.Shimorwedgelf November 30,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Designlaceassumescaadeq uate ath face is provided. 6.This design b Nrnished subject to the Imitations est brYl by B.Plates Map be located on both teas of buss,and placed so their center TPI/WICA in SCSI,copies of which wR be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CorepwTres Software 7.6.7(1L)-Z 10.For basic connector plate design values see ES12-1311,ESR-18136(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR '' SPACED 24.0" 0.C. 2-3-(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x9 KDDF STAND 3-4=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. TON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 'I TOTAL LOAD - 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 pef) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" • -/ MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 12 MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" (A MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. a Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 1 9x6 0 load duration factor=l.6, End vertical(s) axe exposed to wind, 3 w' Truss designed forwind loads in the plane of the truss only. 'tlitillMilliftllimmmmmmmmmm r. • 5 III II O o M-1.5x9 JJJ��� �I o M6-3x9 0 M-3x9 M-3x5 l l l 1 2-03-12 9-11-04 0-09 p ) 1 ) l ce„. ..0 OFLC 1-00 2-05-08 I8-00 5-06-08 41:�ti G1N &�L,,o 'PROVIDE FULL BE INC;Jts:2,9,7 '` , 89200PE -- JOB NAME : 3413-D POLYGON NW - CJ3 401,/��' Scale: 0.9686 } '� `�r CC WARNINGS tl GENERAL NOTES, unless oMmwlae noted' 0 FIEGON tU 1.Buildernd econtractor Ghoul be advised of all General Notes 1.This desgn la based only upon the parameters shown and is for an Individual ���'AO sQ`�. A Truss: CJ3 and Warnings e e construction commences, building component Applicability of design parameters and proper 1 /4 V " 2.2x4 compressio web bracing must be installed where shown e, Incorpetahon of component Is the responsiblltiy of the building designer. 0r'^' 3.Additional tempary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced al .'eir �+�'a.,"R I L� Is the reaponst of erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout thlength by Lr DATE: 11/30/2015 the overall sir is the responsibility ofore building designer. continuous0Iactsheathing such as plywood re erred ere s ownand/ drywan(Bc>. P H g 3.2x Impact bridging or lateral bracing required wnere shown SEQ.: K 15 61314 4.No bad should applied to any component until after all bracing and 4.Insroresponsibilityl etlon of truss Is the responsibility of the respeGWe contractor. fasteners are c«Irykte and al no time should any loads greater than 5.Design assumes trusses are to be used b a noncorrosive environment. EXPIRES: 12/31/2015 bad.M.pped to TRANS ID: LINK designll a t and are for"dry condition"of use. any component. 5.CompuTrus hels,o control over aria assumes no responsibility for the 6.Design assumes full bearing et al supporta shown.Shim or wedge if %sNovember 30,2015 fabrication,ha',+yl�'',�,,shipment and installation of components. 7.Design assumes s adequate drainage is provided. 6.This design b ha= subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI1WTCA in fEtSl,copies of which x111 be furnished upon request. lines coincide with point center lines. 9.Digits indicate sire of plate in Inches. MiTek USA,IIliCompuTrus Software 7.6.7(IL)-Z 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) •L This design prepared from computer input by JP • LUMBER SPECIFICATIONSI TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF 0168TR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x4 KDDF #1613TR • 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 #.L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" i LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) .IMITED 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 = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" -/ MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" :s::::n::r::ola::oro:es:L::n. 3.0"isting 12system and components and cladding criteria. 9.00 F77 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, .. End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. co I M-4x6 3 (O �11r o p 7 ....... o /3X4 M-3x5 • b ), l l 2-03-12 4-11-04 0-09r9 ) PROFeci, b b 1 l ` q,1Ca�r7}1 V 1-00 2-05-08 8-00 5-06-08 �� (PROVIDE FULL BEARING;Jts:2,7,4 I ."8' 0�}yNP /� • JOB NAME : 3413-D POLYGON NW. - CJ4 -Ain 1� Scale: 0.3929 1111 CC WARNINGS: /.,y�� OREGON <1/ GENERAL NOTES, unless olherwke noted. �L, . tiz' A, 1.Builder end erection contractor should be advised 0181 General Notes 1.This design is based only upon the parameters shown and is for an Individual fw ��w � z ,��� Truss: CJ4 end Warnings before cnnstrucibn mmences building component.Applicability of design parameters and proper {� 2.2x4 compression web bracing must be Installed where shown+. incorporation of component h the responsibility of the building designer. (/+.r�' 3.Additional temporary bracing to Insure sbbliny during construction 2.Design assumes the lop and bottom chords to be laterally braced at -" R R I I+� In the reaponelblNty of the erector.Atltlllienel permanent bracing or 2'o.c.and at 10'o.c.respectively un leas braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building dell continuous to shgingi or such as plywood required a either s 90,,C drywell(BC). P H Ing goer. 3.20 Impact bridging or lateral bracing required where shown and/or d S E K1561315 4.No load should be applied to any component until alter al bracing end 4.Installation or Was le me responsibility of the respective contractor. Q 61315 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used inc nnn.nertosioe envirenmesl, EXPIRES: 12/31/2015 design bean be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrua has no control over and assumes no responsibility for the 8.Design esaumes kill bearing et e8 supports mown.Shim or wedge if November 30,2015 necessary. fabrication,handling,shipment and Installation or components. 7.Designlateshall bee loaded on both face is russed. 6.This design is bmlahetl subject to the limitations ell font by B.Plates shah be located on both faces of truss,end placed so their center TP WJ1CA in SCSI,copies of whbh will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./COmpuTrus Software 7.6.7(1L)-Z 10.For bask connector plate design velues sea ESR-1311,ESR-1988(MiTek) P This design prepared from computer input by JP LUMBER SPECIFICATIONS • TC: 2x4 KDDF 816BTR TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-165) 270 7-6=( 0) 18 WEBS: 204 KDDF STAND SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=( 0) 69 LOADING 3-9=(-212) 177 3-8=(-921) 292 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -86) 38 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" ; TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0"I. -37/-6/ 1'1.46T11; 4639VV -93/ 263H 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.0" 0/ OH 5.50" 0.26 KDDF ( 625) 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0 / OH 1.50" 0.01 KDDF ( 625) 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ow spacing. 9-11-11 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 = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" i MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 4 12 y 9.00 71Design 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, d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ti load duration factor=l.6, IEnd vertical(s) are exposed to wind, G, Truss designed for wind loads fI in the plane of the truss only. M-4x6 3 o 6 TF 411 .7. O II M-1.5X4 0 1 M-3x4 M13x4 0l M-3x5 l y l b 2-03-12 4-11-04 0-09 - J' y y y 8-6,.4) PRO, 1-00 y 2-05-08 7-06-03 Co 8-00 I_ 1-11-11 /, 'PROVIDE FULL BEARING;Jts:2,8,4,5 I t' 89200P JOB NAME : 3413-D POLYGON NW - CJ5 • Scale: 0.3317 CP/ . •_ . Cr WARNINGS: GENERAL NOTES, unless otherwise noted' .72.... f / 4-1 se ()i Truss: CJ5 1.Bulider and eriiINn contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �/� 4f�}L �0 /�v and cereprWarnings "consirud on commences. Sainting component.Applicability of design parameters and proper +�,/� "71-' 14, 2-`).0A>.** �� � 2.204 compreatl�la MPD bracing mull be babbled where shown., Incorporation of component is the responsibility of the building designer. S,./ G 3.Additional tem my bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 4/71: j DATE: 11/30/2015 k the reeponallMly of the erector.Additional permanent bracing of 2'o.c,and et 10'o.c,respectively unless braced throughout their kngih by r 7 R11..\- the overall ahu*Is Is the responsibility of the building designer. continuous sheathing such ea plywood sheething(TC)and/or drywall(BC). SEQ.: K1561316 4.Noloadahootdbappliedtoen 3.20 Impact bridging or latent breGngrequiredwhereshown+. y component until after aX Dracirp end 4.Inatelktion of truss Is the respons.lbui of the respectHe contractor. laateners ere� IPI�te antl et no time shoWtl any load greater than 5.Deelgn assumes tense ere to be used In a noncorrosive environment, �I �+ TRANS ID: LINK design loads) pPlled to any component. and are for"dry condition"of use. EXPIRES: 12/31/2015 5.Compvlrue hello control over and assumes no responsibility for the a nDe sign assumes full bearing at ed/supporta shown.Shim or wedge if November 30,2015 fabrication,henrng,shipment and Installation of components. 8.This tlealgn In ,Nehed subject to the limitations set forth by 7.Design assume ne tedequate drainage is provided. TPI/WfCA In BOW.copies of which Mill be furnished upon request. 8.tPees coincidetes shell be ith Join oe ter t races of truss,antl placetl co their canter li DDigittecetwith Joint center eche. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-Z O9.For b Indican eco of plateinignhes. 10.For basic connector plata design values sae ESR-1371,ESR-1988(MiTek) This design prepared from computer input by CP TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER 4PECIFICATIONS I-2=( 0) 68 2-7=(-167) 279 7-6=( 0) 18 TC: 204 KDDF #16BTR ' '.. LOAD DUSPAIED INCREASE C 1.15 2-3=(-361) 68 6-B=(-256) 913 6-3=( 0) 69 BC: 2x4 KDDF ST6NDR SPACED 29..0" O.C. 3-4=(-284) 245 3-8=(-426) 263 WEBS: 2x4 KDDF STAND 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PEE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 447V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or: spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I '1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -"a MAX LL DEFL = -0.020" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" :1 MAX HORIZ. LL DEFL = 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 4 Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9-0017 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' I End vertical(s) are exposed to wind, .-1 Truss designed for wind loads in the plane of the truss only. ll i I M-9x6 3 fftlillo, AA Ie_ I , KAIMMINIIE o M-1,•.X9 ii1 M-3x4 M3x4 to M-3x5 y 1 b l �, 0 P R 0k'. * 619 2-03-12 9-11-09 0-09 y y y y tiNGINE&-9 ,r 1-00k 2-05-08 6 00 9-06-03k y 3-11-11 89 OO E c (PROVIDE',FULL BEARING;Jts:2,8,4,5 I iiiir JOB NAME : 3413-D POLYGON NW CJ6Scale: 0.2919 +O -v� OREGON�� �, WARNINGS: GENERAL NOTES, unless otherwise noted'. ,Q`' ("� 1.Builder and erection contractheuld be advised elaN General Notes 7.This design la based only upon the parameters shown and Is for an Inde duel / +/ 4 A ,.�+ s,��' Truss: CJ6 end Warnings before cendructIominmencea. building component.Applicability of design parameters and proper 14 2.254 compression web bracing must be Instated where shown a, incorporation of component is the responsibility of the building designer. �"`- 2.Design assumes the top end bosom chorda to be laterally braced al R A 1��. 3.Additional temporary bracing to Inwfe stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permenenl bracing of continuous sheathing such as plywood eheething(TC)andrnr dryvrall(B0). DATE: 11/30/2015 the overall structure Is the responsibility of the Wading designer. 3.2x Impact bridging or lateral bracing required where shown a a Na load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K1561317 4.fasteners are complete end at no time should any beds greeter than 5.Design assumes trusses are to be used In anon-corrosive environment, 12/31/2015 and are for"dry condition"Ouse. EXPIRES: TRANS I D• LINK design loads be applied to any component. 8.Design assumes full bearing st all supports shown.Shim or wedge If November 30,2015 5.Compuirus has no control over and assumes no responsibility for the emery um fabrication,handling,shipment and Installation eleemponents. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations est Penh by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWrCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inn./CompuTrus Software 7.6.7(1L)-Z 10.Far basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF C16IOR TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #166TR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 76 2-9=(0) 0 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POE 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 9.00177 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. 0 O o ti o •,,,..-- 04o �4 / I M-3x4 y y 1-OO 'PROVIDE FILL BEARING;Jts:2,3,4 1 8-0O y \- 'c° PR pc .S� c, �1GINE'e ,, 89200PE v JOB NAME : 3413-D POLYGON NW - J1 Scale: 0.5751 =''� WARNINGS: GENERAL NOTES, unless otherwise noted: ` ' 4610 Truss Jl 1.Builder and ellen contractor should be advised of all General Notes This design is based only upon the parameters shown and is for anlndsiduel -y f OREGON 'Cr,' • and W rnings$bre construction commences. building component Applicability of design parameters and proper / OREGON l7 I V rv� •w/ 2.2x4 compressl�aweb bracing must be InstaNed where shown+. Incorporation of component Is the responsibility of the building designer. ! ,� 3.Additional lemdarary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al DATE: 11/30/2015 Is the reacenal�ty of the erector.Additional permanent bracing of 2'o.s.and at 10'o.c.raver-lively unless braced throughout their length by the overall stn*re is the responsibility of the building designer. 2xcoImpacterhgingiogstenlbas acing re uirewhere awn+tlrywall(BC). ��/,�[_��'�� �� 3.2x Impact bridging or Isueta bracing required where shown++ /,\'• SEQ. : Ki5 613 2 0 4.No bad shouldye applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners areto and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment,TRANS ID: LINK design made applied m any component. antl are mrdry conditionof use. 5.CompuTrus hailing control over and assumes no responsibility for the 6.Designs assumes mil hearing at ail supports shown.Shim or wedge if fabrication,hadr g,shipment and installation of components. neo.,. EXPIRES: 12/31/2015 e.This design lel staffed subject to the llmdatlona set forth by T.Design assumes adequate drainage is rovided. B.Plates shall be locatedp lines located both faces or ruse,and placed so their center November 30,201 5 TPI/WTCA in 811131,copies of Mitch will be furnished upon requestnes coincide with joint center linea. MiTek USA,Ir .ICompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS 1-2=( 0) 68 2-9=(0) 0 LUMBER SPECIFICATIONS SPAN 8'- 0.0" TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-78) 80 SPACED 24.0" O.C. BC: 2x4 KDDF N1bBTR TO LATERAL SUPPORT <= 12"00. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" - 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2t Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/18 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = C0.002" @ -1'-: L L/24 Allowed 0 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 = 0.935" 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" fMAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 177 3 Design conforms to main windforce-resisting system and components and cladding criteria. I) Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o 0 0 rn o 1.6 of 0 1 M-3x4 l .• )' -(y 1-00 (PROVIDE FULL BEARING;Jt9:2,3,9 I 8-00 t;2'�(,',V P R Qp 4,4 17 i 89200PE 1-- OFF JOB NAME •. 3413-D POLYGON NW - J2 Sale: 0.5501 �')+. A Fe WARNINGS: GENERAL NOTES, unless otherwise noted * OREGON bt ��Q.. 1 Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual Truss: J2 and Warnings before construction cammences. building component Applicability of design parameters and proper ��� .�t' 1 ,0� . Incorporation of component k the responsibility ofthe building designer. / (� • 2.2v4 compression web bracing seal b Installed where shown•. 2.Design assumes the top and bottom chards to be lateraly braced at ,y_ • [^}.`- 3.Additional temporary bracing toIns pl stability tilting construction 2'a c.and al 10 o.c.respectNey unless braced throughout their length by .41613 /� �R r�� �/ Is the responsibility of the erector.,Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)andior drywall(BC). DATE: 11/30/2015 the overall structure Is the reaporielSility of the Witting designer. 3.2g Impact bridging or lateral bracing required where shown•• 4.So bcomponent ad should be applied to any cponent until alter all bracing and 4.Installation of trues Is the responsibility of the respective contractor. SEQ. : K 15 613 21 fasteners are complete and at no Wee should any leads greater than 5.Design assumes trusses are to be used in a non-ccorrosive environment, and are for"dry sonditiat ofuse. EXPIRES: 12/31/2015 TRANS ID LINK designCsmp lrua appliedto any aassut. 6.Design assumes full beating at all supporta shown.Shim or wedge if S.CompuTrue has no control over and assumes no responsibility for the. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. dao their center November 30,2015 6.This design is furnished subject to Me(imitations sot both by B.Plates sllcoincide IsoatIM centerlines. be o hffaces of truss,and place TPIIWTCA In BC SI,copies of which will be NorhleleeA upon request. 9.Diggs indicate sizeith ofplate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design veins see ESR-1311.ESR-1988(MITek) • This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg 1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 RIDE #1&BTR SPACED 24.0" O-C- 2-3=(-123) 107 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) ! 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" T '' MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" ii MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 i 9.00 177'i.. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads /0 in the plane of the truss only. 0 1 0 0 oA"---,-<, > 4 -, 0 M-3x4 1-00 (PROVIDE FULL IIfEARING;Jts:2,3,9 I B-OO -20 0 PR 4.5Peet c � 0 if f N Ear. ,, y. 44, ` -920OPE �c" JOB NAME : 3413-D POLYGON NW - J34111,000/100" Scale: 0.4979 WARNI 1.Builder O. hRAe NOdesign ab, tiny upon the ise parameter 10�I C)RE1.7O1 V ��, ' Truss J3 Bullderm on contractor snouk be advised of all General Notes This gn la based only upon the parameters shown and la or an individual 21. and Waml before construction commences. building component.Applicability of design parameters and proper 2.2x4 comp web bracing must be Installed where shown e. incorporation of component la the responsibility of the bulMing designer. ,© .c1 I. 14 Yt 3.AtldHlonel nary bracing to Incurs ata bil8y during construction 2.Design assumes Me top and bottom chorda to be laterally braced at / V la the resp lty olthe erecta.Additlonal permanent bracing of 2'o.c.and at 10 o.c,respectively unless braced throughout their length by j}, DATE: 11/30/2015 the overak rcture is the responsibility of the building designer. continuousxImri sheathinginater l bracings plywood required oeare shown •tlrywall(BC). �'Ifi"R ` l 3.2x Impact bridging or lateral requlretl wTerc shown t x 4":r 1..1r SEQ.: K15 6132 2 4.No OW shed be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners a*somplale and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design 105*5a applied to any component. and are for'dry condition'Ouse. 5.CompuTn> assumes no control over and eumea no responsibility/or the B.Design assumes full bearing at all suppods shown.Shim or wedge If -{ fabrication, dlng,shipment and installation of components. necessary. EXPIRES: 12/31/2015 ].Design sassumes cted on drainage l&tprovided. and 30,2015 8.This tlealgn�furnished subject to the limitations sal forth by 8.Plates shay be located on both laces of truss,and placed so their center TPIIWICA k SCSI,copies of which will be furnished upon request. lines coincide 04th joint center lines. MiTek USN k1c./CompuTfus Software 7.6.6(11)-E B.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR - SPACED 29.0" O.C. 2-3=(-170) 138 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. i i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 480V -79/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 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 = 0.956" @ 4'- 9.0" Allowed = 0.624" / I 1 MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" 3 -/ MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" it I Design conforms to main windforce-resisting system and componentsand cladding criteria. 12 9.00 [27. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o rD 0 rAMMIMINIMMINIME=.1.111MMIMMIMIMI -/ 0 1 M-3x9 y y J• PR rh 1-00 8-00 •�w ' LV } ...: (PROVIDE FULL BEARING;Jts:2,9,3 I fr-,'„`a ..,, +'p le t" 89200PE /'t"' JOB NAME : 3413-D POLYGON NGil - J4 Scale: 0.4357 .....-)4Ir! WARNINGS: GENERAL NOTES, unless otherwise noted: I p^h[-s r f^�f"1fi.1 J,CC t Builder end erection contractor sae*beadvised of all General Notes 1 This design h based only upon the parameters shown end Is for an Individual X.l Fl E G VN s), A's+/ Truss: J4 and Warnings before construction cO mences. building component.Applicability of design parameters and proper �} (� 4 2.2k4 compression web bracing must be Nettled led where shown+. Incorporation of component is the responsibility of the building designer, l/5 "' - 14 20 �^' 3.Additional temporary bracing to inure stability during construction 2 Design assumes the top end bottom choto be IaferalN braced al 4,/ ��.: IS Mere16111 of eroct Additional permanent brat f 2o.c.and at Is oc respectiveh unless braced throughout their length by responsibility o p ng a continuous sheathing such ea plywood eheethmg(TC)andlor drywell(BC) W 13 RIO' DATE: 11/30/2015 the overall structure is the responsibility of the budding designer. 3 2e Impact bridging or lateral bracing required where shown+ SEQ.: K1561323 4.No load should be applied to any component undl eller all bracing and 4.Installation oftru,Nssheresarepo6eusyility sttd Inhe renon-corrosivenive tnvacto. fasteners are complete and et no time should eery bade greater than Design assumes TRANS ID: LINK design loads beappliiedtoany component. and are 88me�nlbearofsee 5.CompuTrus hes no control over end assumes ne responsibility for the e.DeCelg lull bearing at nit supports shown.Shim or wedge If EXPIRES: '12/31/2015 necessary. I,� G/1f IlCJ I G 6J /LV J fabrication,handling,shipment end Installation efcomponents. 7.Design assumes adequate drainage is provided. Novem LJer 30,2015 8.This design is furnished subject to ace Ilmdetfons sat forth by B.Plates shall be located on both feces of truss,end placed so their center TPIANFCA In BC SI,copies of which 0111 be furnMrad upon request. lines coincide with joint center lines. 9.Digits Indicate sue of plate In Inches. MiTek USA,Ino./CompcTnUS Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 4166TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-254) 236 • TC LATERAL SUPPORT <= 12"0C. UON. 3-4=(-132) 54 LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF 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/ 44207 -93/ 2620 5.50" 0.71 IF7(-1602,5) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 F ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 F ( 625) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 F ( 625) • LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 spacing. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowe0.100" )�( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowe0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowe0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowe0.939" 3 MAX HORIZ. LL DEFL = -0.004" @ 7'- 11MAX HORIZ. TL DEFL = -0.004" @ 7'- 1112 9.00 7A Design conforms to main windforce-resig system and components and cladding cria. • Wind: 140mph, h=22.9ft, TCDL=4.2,BCDL=6.0, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads of in the plane of the truss only. o r 0 c 1k o 0 1 0.1111111. 5 os..-_-.43x9 y 1-00 b 8-00 y 1 .cc5s, •0 PRates 1-11-11 Co [- (PROVIDE FULL BEARING;Jts:2,5,3,4 I a,,-„7 { l?INL.; a9 ' ,,_"*"4.1 V M1� V 89200PE r JOB NAME : 3413-D POLYGON NW - J5 M � Scale: 0.4026 >`4111P� WARNINGS: GENERAL NOTES, unless otherwise noted: , ,• M Truss J5 1.Builder and erebNon contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual -t� 4"OREGON �J v4 and Warnings Mere construction commences. building component.Applicability of design parameters and proper f 1•..,, 2.204 compreaslY web bracing mull be installed where shown♦. Incorporation of component is the responsibility of the building designer. "'^ ).co 2.0 1' 3.Additional term:Awry bracing to Insure stabhty during construction I.Design assumes the top and bottom chortle to be laterally braced al Tom,/ f A 1 V Is the respuns�ly of the erector.Additional permanent bracing or 2'o.c.and at 70'o.c.respectively unless braced throughout their length by v /4 DATE: 11/30/2015 the"versost���sa Is Me responawBy of the building designer. continuous sheathing such as plywood sheathing(TC)endlor drywail(BC). L:a..- % 3.Is Impact bridging or latent bracing required Where shown v. (C.".r^`�' 4 SEQ.: Ki5 613 2 9 4.No load should".applied to any component until eller aN bracing and 4.Installation of truss is the responsibility of the reapectNe coniraGor. fasteners are cit plele and at no time should any loads greater than 5.Design assumes trusses are to be used In a non.norrosive environment, TRANS ID: LINK design loads b4AgRlied to an eorrpone and are for"dry condition.muse. S.CompuTrus hopes control over end assumes no responsibility for the 8 nDacessaassumes lull bearing at aN supports shown.Shim or wedge if EXPIRES: 12131/2015 fabrication,hanging,shipment end Installation of components. ry' 8.This design S rIahed sub)ed to the limitations set kith by 8.Design assumes be located o'aoth facesnage is provided. N ovem bar 30,2015 N.Platen coincide be located on both feces of truss,and placed so their center TPNMCA In BOB(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Irlk/CompuTrus Software 7.6.6(1L)-E 9.Digits Indicate sine of piste in inches. to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 01 3-4=(-121) 352 TC LATERAL SUPPORT 0= 12"OC. UON. : LOADING BC LATERAL SUPPORT 0= 12"OC. UON. i 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 BEG 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/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -, 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" s 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" 1 Design conforms to main windforce-resisting 12 1 system and components and cladding criteria. 9.00 17 3 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l� load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. 0 0 I o, • i 1 1I 0 m o = 5`-1.11 1 O M-3x4 J, 1 l J. . . 1-00 8-00 3-11-11 �hG1NE `19 >lC21, 'PROVIDE FULL BEARING;Jts:2,5,3,4 I may.. 0 0 P r JOB NAME : 3413-D POLYGON NWJ 641410,..00. 00'.• �� ' Scale: 0.3548 : • WARNINGS: GENERAL NOTES, unless otherwise noted Q OREGON 1'P�1 I,Cr 1.Builder and erection contractor sh Mb advised elan General Notes 1.This design is based only upon the parameters shown and is or an Individual ) ,/a,,,,o R EG V i V w_ �'sa+/ Truss: J6 and Wamings before construction commences. building component.Applicability of design parameters and proper pGr© � 4y 2(1N 2.2x4 compression sob bracing must be Installed wham shown•. Incorporation of component Is the responsibility of the building designer. "7 VV �i,+- 3.Additional temporary bracing to Insure stability dung construction 2.Design assumesat10'the top end bottom chords braced d t ro ughout o braved et Is the responsibilty of the erector.Additional permanent bracing of continuo d ehea hin.rsass ply woodseathin(TC)and/or their length). continuous sheathing such as plywood sheathing(TC)endlor drywell(BC). a. R RI DATE: 11/30/2015 the overall structure Is the responslbXSN of the building designer. 3.2x loped bridging or lateral bracing required where shown•• SE : K 15 613 2 5 4.No load should be applied to any component until eller en bracing and 4.Installation of truss la the responsibility of the respective contractor. Q• fasteners are complete and at no time should any beds greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, design loads be appose to.m component. and are for condition"or use. TRANS ID• LINK8.Design assumes full beeringataisuppotsshown.Shim orwedge if EXPIRES: 12/31/2015 S.compwTrue has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces&truss,and placed so their center TPIIWTCA In SCSI,copies of which 0All be furnished upon request. P.lines Dlessmticcoincide with Jize oint oplatetecenter lines. Inches. MITek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.for bask connector plate design values see ESR-1311,ESR-1988(MiTek) e This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" Q.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"01. UON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"01. 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/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) S y -/ 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1� VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4 MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" L . 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 177systemand components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ri o Truss designed for wind loads I in the plane of the truss only. 0 I 0 jrt O 1 M-3x4 p�y (� VD P R V/C'�r--.V J, 1 1 y cod NG1 NES 's,/, 1-00 B-00 5-11-11 // ,\ �,. ..y (PROVIDE FULL BEARING;Jts:2,6,3,4,5 "d ,r' '� 8920OPE c'" JOB NAME : 3413-D POLYGON NW - J7 Scale: 0.3133 -., WARNINGS: GENERAL NOTES, unless otherwise noted' * �1-p �-Sh*I i'"^ 1.Builder anMrection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for anindNidual �t 7_ R GLIN t.. ` Truss: J7 and***before construction commence building component.Applicability of design parameters and proper /. . ✓(11:' V' A. 2.2x4 mprdSalon web bracing moat be installed where shown it. Incorporation of component Is the responsibility of the bulk)ng designer. ,/f/5 7 '° 14 ?$ 4 3.Additional ylrtpnrary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 4,/ Y G^ ��?e))) Is the respolYbllity of the erector.Atldgbnal permanent bracing of 2'o.c,and 3110'o.c,reapectNety unless braced throughout their length by DATE: 11/30/2015 the overall posture Is the responsibility of the building designer. 2Imp continuous sheathing or such l b eniplyng re uired l,hare shown 0 tlrywall(BC). '+R 1']IO- DATE: { �. p ty g goer. 3.20 Impact bridging or lateral bracing required where shown++ • (fl a• SEQ. : K15 613 2 6 4 No load s5Mrtld be applied to any component until eller all bracing and 4.Installation of trues is the responsibility of the respectNe contractor. fasteners*complete end at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment. design ballbe applied to any component, and are for"thy condition"of use. TRANS ID: LINK 5.CompuTru«Msnocontrol over and assumes noresponsibility for the 8.Deslgneasumesullbearingelalsuppodsshone shimorwetlgait EXPIRES: 12/31/2015 febricatbn, min necessary.assumes sedisujecto to ialtiosetforh by 7.Designisshall adequate onothifage Is provided. November 30,2015 8.This tleslgr�la furnished subject to the Imitations set forth by 8.Plates shall be located both faces of truss,and placed so their center TFIMRCA19 BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. �y 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTras Software 7.6.6(tL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Wei) t. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDI/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-959) 936 3-9=(-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 = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 995V -151/ 927H 5.50" 0.71 KDDF ( 625) • • 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KODF ( 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 IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12Wind: 190 mph, h25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 Exp.B, MWFRS(Dir), '7/ o 1 M-3x5(S) d' 4V c7 I • • • I '. o /M-3x4 s0° PIR°'res 11-00y 8-00 y 7-11-11 bco �yC1NEfi �'/eoe 'PROVIDE FULL BEARING;Jts:2,6,3,9,5 I ry. :92,OP r- JOB NAME : 3413-D POLYGON NW - J8j+ . Sem Scale: 0.2745 'e' WARNINGS: GENERAL NOTES, unless otherwise noted �� Truss: J 8 1.Builder and erection contractor sh yltl advised o1 all General Notes 1.This design Is based only upon the parameters shown and is for an individual L end Warnings before construction CpI races. building component Appliceblllty of design parameters and proper G I 2.2x4 compression web bracing must�bcnstaled where shown+. Incorporation of component is the responsibility of the building designer. ef' 14 2 3.Additional temporary bracing to Insure plebioty during construction 2.Design assumes the lop end bottom chords to he laterally braced al �. is the re PO iblllty of the erector.Ao/rIional permanent bracing of 2'o.c.and at 10'o.c.resph ply unless braced throughout then kngih by /�}�� continuous sheathing such as plywood sheet wear.C)and/or drywall(BC). "!E("•1 F-j I 0- DATE: 11/30/2015 the overall structure is the responelnllti of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• t/''�7 h1 SEQ.: K 15 613 2 7 4.No road should be applied to any component untl*Wel bracing and 4.Installation of truss Is the responsibility of the respectiue contractor. fasteners are complete and at no One should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, deal loads be applied to anyand are for"dry condition"of use. TRANS ID: LINK 5.coinnr�ahesneccntrel esna 8.Design assumes full bearing at all supports shown.Shim or wedge EXPIRES: 12/31f2415 pu responsibility for the necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design is furnished subject to the Imitations ant perm by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate spa of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(ILK 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) 1 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/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"0C. SON. 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 ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 298V 0/ 29H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 2BV 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -39/ 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 29 "or 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), 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. IIIII.IIIIII. al oi o o M-3x5 k . 1-00 y 1-00 y ,,,,,z0-' �yO IN > (PROVIDE FULL BEARING;Jts:2,3,9 I :. ...'9 (91, 89200PE r" • JOB NAME : 3413-D POLYGON NW - EJ "r iorr�� Scale: 1.1020 -qy (� �/r WARNINGS: a GENERAL NOTES, unless otherwise noted 7 '"'RECON `k L, Truss: EJ t Builderands contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and sfor anIndwldual '© 4 20 �` and Warningse construction commences building component.Appllcabltlh of design parameters and proper 2.2x4 compre b bracing must be Installed where shown•. Incorporation of component k the responsibility of the bullditlg designer. 3.Additional to bracing to Inure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et E'R RI = is the respon f the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing suet,as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall stMthe responsibility orihe building designer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ. : Ki5 613 2 8 4.No load ahou applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are Is and at no time should any bads greater Man 5.Design assumes trussesnon- corrosive are to be used In a nonorrosive environment, EXPIRES: 12/31/2015 TRANS I D: LINK design loads CO appned to any component. and are for dry condition•of use. 5.CompuTresbaSeocontrol over and assumes noresponsibility for the 8.Dealgnesaumesbllbearingeleliwppodashown.Shimorwetlgei( November 30,2015 necefabrication,Wang,shipment and installation of components. scary. 7.Pales assumes cated on drainagee le rosised. 6.This design is�rtlehed subject to the limitations sal forth by e.Plates aheA be located on both faces of truss,and placed so their center TPINVTCA In OBI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate In inches. MiTek USA,i r icompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) W This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. • I 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 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.96 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 91V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.059" / 1 I MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 1 I MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ISI -I (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ' , 0 0 i o f 0 4141 NEMO *Eno 1 M-3x4 ; 1 1 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 �c,, ,D PR O,r . ,s ‘464cy� �� 04 .. rt` :9200PE r JOB NAME : 3413-D POLYGON NW - SJ1 -.. • Scale: 0.6696 rs411011° I.BuildeWARNINGSr ! O. hRAeA NOTES, unless onhhe ise parameters � OREGON �'• I.Builder end erecton contractor should W advised of as General Notes 1.This design k based only upon the paremetere shown and is for an individual y2,.. lO NJ w. Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation or component lathe responsibility of the building designer. /e^ l+^ +5 A° 1+. 3.Additional temporary bracing to Insure stability during oenstruGion 2.Design assumes the lop and vehom chorda to be laterally bt their at Swy1 L). G+ 1 Is the responsibility of the erector.Atltlllbnal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such es required shoe cutreTC)end/or drywell(BC). 6'�:a 1"'1'�'- DATE: , DATE: 11/30/2015 the overall structure Is the responsibility of the buidkm designer. 3.2x Impact bridging or lateral bracing required where Mown++ +�1'1 SEQ.: 1<15 613 2 9 4.No load should be applied to any component until eWar d bracing end 4.Installation of truss iss the e respo siblll y inthe a nonccrtl0e a ntrr environment,are fasteners are complete and a1 no time should any b 5.Dealads greeter thang0 assumes design loads he applied to any component. end are for"dry condition"of use. TRANS ID: LINK 5.CompuTruehasnocontroloverandassumesnoresputwb8syforthe 6.Design assumes ullbearing eleHwppodsshownShim orwedge If EXPIRES: 12/31/2015 necefabrication,hentllin shipmentamry g, cto elimitalOans components. 7.Peaieaumeloadequa te drainage lotruss,d. an November 30,2015 6.This design b furnished subject to the limitations sal bit by B.Plates shell be located on both feces of truss,and placed so their center TPI/VWCA In BC SI,copies of which elf be furnished upon request. lines coincide wtth Joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Ino./CornpuTlus Software 7.6.6(1 LK 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-40) 36 1-3=(0) 0 BC: 2x9 KDDF 141&13TR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. - LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -15/ 380 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 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- 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IC 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" 9.00 177 MAX HORIZ. LL DEFL = -0.000" 0 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 190 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), load duration factor=l.6, 2 '/ Truss designed for wind loads in the plane of the truss only. /' ,c,0 0 4 ,_,, ,_, o f ,_, I - l _, M-3x4 l y 2-00 PRpVIDE FULL BEARING;Jts:l,3,2 I 0 PR O/"' �� i.Zr• �C�I NES /15) , Ct. 9 JOB NAME : 3413-D POLYGON NW - SJ1X 40,8".„924600,00„.„.,PE Scale: 0.7393 _ W 1.Builder eriatIon O.TOO deNOTEb, any upon the ise parameters 1744 � OR A.Truss' SJ1X a m nnsWore cntndorvncomuld mnceleed of all General Notes buicmp basedeonlyuponop design aamewn and laopanlMNldual iwN.m- and Warnings Wore construction commences building component.Applicability of tlee gra parameters and proper 1� 2.2x4 compress lr web bracing must be Installed where shown�. Incorporallon of component b the responsibility of the building designer. 4:0 4 P. .14 ?. 3.Additional temkarary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateral bread at / �p: is the reapon of the erector.Additional permanent bracing o/ 7 o.c.and at 1O o.c.respectively unless braced throughout their length by 414F. � �, DATE: 11/30/2015 the overall Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41 ry.,R �1 sats he s 3.2x Impact bridging or lateral Orating required where shown c e R 1r SEQ.: K 15 613 3 0 4.Na load ehoulQlle applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners arelrnplete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design madsappliedto any component. and are for dry condition'.of use. 5.CompuTrush no control over and assumes no responsibility for the 8.Design assumes full bearingetall suppnesehown.Shlmorwedge ll EXPIRES: 12/31/2015 fabrication,hemp,shipment and Installation of components. T.Design assumes adequate drainage is provided. 8.This design IN{� hed subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center November 30,2015 TPI/WlCA in I CBI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Ii1gJCom uTms Software 7.6.6 iL-E 9.Digits indicate size of plate in inches. P ( ) 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" I TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • '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 F J MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" ,' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o II Truss designed for wind loads a' in the plane of the truss only. 0 rn I o f m, o /- -, 0 I:M I I IM I I III I:I 14 I II.--.. ...'.--.11.. . 1 M-3x4 1 ' ll 1 1 l l 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 �,�-ci .D PR pies, „so ‘AGINEE. ,r0 892OOPE r" JOB NAME : 3413-D POLYGON NW - SJ2 �,�� Scale: 0.6592 /'./'� /� WARNINGS: GENERAL NOTES, unless otherwise noted: ll ir Op,EGON 'at.( 1.Builder and erection contractor should be advised of id General Notes 1.This design is based only upon the parameters shown and Is for en Individual 11 L Truss: S J2 ant wamings before construction commences. building component.Applicability of design parameters and proper '7.44' �} (� `S. 2.2a4 compression web bracing moat be Installed where shown 0. Incorporation a component Is bottohe m responsibility to of the allybulbraced designer. ,r�/� .7}'' A s �V� "'+. 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the lop and bodom chorda to be laterally braced at [./ 1 V e� Is the responsibility of the erector.Admlbnalpermanent bracing1 T o.c.and at 10'o.c.such ee sty unless braced throughout their length by (��w. spons ty o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 R R I LV. DATE: 11/30/2015 the overall structure is the responsibility of the butitlaq designer. 3.24 Impact bridging or lateral bracing required where shown+. SEQ. : K 15 613 31 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are ssumes lull bearing of use. S.CompuTrus hes no control over end assumes no responsibility for the 8.Deecs a lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 eery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.ThIs design Is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)'E 10.For basie connector plate design values see ENR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting • system and components and cladding criteria. • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, I LL = 25 PSE 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 4-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 3 4.00 I cm O Co om 2 ti M // iiitj/////////////////////////////////////////////////////////////////////////////////// 0 M-3x4 4 J. , 1-00 l 11-06-08 PROce Gs (c.,�G1 NE='9 /0 89200PE -57_,JOB NAME : 3413—D POLYGON NW — P1 _ Scale: 0.5806 ,�� WARNINGS GENERAL NOTES, unless otherwise noted: V (z: Truss: P1 Builderde contractor should be advised of all General Notes This design chased only upon the parameters shown and is for an lndbitlual C9 OREGON �le. and Warnings construction commences building component.Applkebility of design parameters and proper /u' 1}c % 2.2x4 p b bracing must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. q t I 20 �Y 3.Additional tem*sty bracing to insure stability during construction Z Design assumes the top and bosom unless bra o be laterally braced at '�© 7 -i A V "'�^� is the responsA�y of the erector.Additional permanent bracing of I o.c,and at 10'o.c.respectively as sly braced throughout their length by aA /'Y DATE: 11/30/2015 the overall x Is the responsibility or the balding designer. continuous01pactsheathingsuchbacng e emmeTgawnu drvwen(Bc>. 'r/ y.., �� 4.No bed should tl to an 3.2x Impact brldping or lalerel bracing required where shown+« L:)`j' SEQ.: K1561332 applied any 4.Installation oftruaslathe responsibility ofthe respectNecontractor. fasteners are to and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads ed to an pones and are for implied y component. "dry dull bearing use. 5.CompuTrus he no control over and assumes no responsibility for the S.Designassumes full beering at all supports shown.Shim or wedge if EXPIRES: 12/31/201.5 fabrication,ha ,shipment and Installation of components. nasi ry. 6.This design b ed subject to the limitations set forth by 7.Pates assumes odedobothifageto truss,andd. 30,2015 B.Plates shell be located on both faces of truss,and placed so their center TPIhVICA In BOK copies of which will be furnished upon request. Anes coincide with joint center lines. MITek USA,I B.Dom indicate size or pleb in inches. Rle.IConrpuTros Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 441513TR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x9 KDDF 916BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. CON. I1L( 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 RIDE' ( 625) TOTAL LOAD = 92.0 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 PSI Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL j REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" 9.00 7 MAX BC PANEL TL DEFL - -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting 0system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 c 0 o o I 1 3�� 0 M-3x4 l 1 1 l 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:l,3,2 � � () PR OF 4" 89200PE co- JOB NAME : 3413-D POLYGON NW - SJ2X Scale: 0.6561 0,111:11erg.s......„„..ties •. "' WARNINGS: GENERAL NOTES, unless otherwise noted: V1 OREGON (�O T+1 1iCC t.Builder end erection contractor h uldb advised of al General Notes 1.This designs based only won the parameters shown and Is for an indsiduai L'' O R E G 1 V w_ `•v+/ Truss• SJ2X and Warnings before constructionoorq s. building component.Applicability of design parameters and proper , ,4 �' A5� A. • 2.204 compression web bracing must bel instaled where shown o. Incorporation of component Is the responsibility of the building designer. V 4 3.Addttbnel tem bracingto fospreNebllll dud construction 2.Design assumes the top and bottom chords to be laterally braced al temporary y ng cons 2'o.c.and at 10'o.c.respectNely unless braced throughout their length by //'�..., R Is the responsIbilly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andler drywall(BC). �"•R I 0� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SE K 15 613 3 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respecthe conkector. Q• fasteners are complete and at no time should any kids greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design mads be applied to any component. and are for-dry condition'of use. TRANS ID' LINK puresponsibility B.Deepnassumes dtbee ng elaNsuppodsshown.Shim orwedge If EXPIRES: 12/31/2015 • 5.Com True has no control over and assumes no bll for "-. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided November 30,2015 8.TMs design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed Sc their center TPIANICA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate In Inches. MITek USA,Inc./CompuTous Software 7.6.6(IL}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) li 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 147 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x4 KDDF STAND 3-4=( -98) 90 7-4=(-144) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. i 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) i1'- 6.5" -57/ 484V 0/ OH 5.50" 0.77 RODE ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INCIBC 2012 AND IRC 2012 NOT BEING MET. 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 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" ;6-03-19 9-10-19 0-03-12 I, ,( . 4' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.N 17 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=l.6, fEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 3 N 0 , N O • N M ix M-3x9 M-1.5x3 M-354 • • l ( b , 16-02-02 5-04-06 y 1-00 y f 11-06-08 y 4 ,V PRo, o N 1N4-19 ', • 89200PEr JOB NAME : 3413-D POLYGON NW - P2 Scale: 0.9181 - ' '1y'" CAP Truss: P2 and ,.. WARNINGS: ` GENERAL NOTES, unleasolherwhe noted: (�, OREGON *t„ 1.Wider and a contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an Individual Warnings Blare construction commences. building component.Applicability of design parameters and proper 2,.. V,\,,,+ Na !� 2.2e4 compress*web bracing must be!Welled where shown e. incorporation of component h the responsibility of the building designer. f� -y(.. 3.Additional tem ry bracing to insure stability during construction 2.Design assumes the top and bosom unless brads o be Nteralty braced at �© A,1 G^ ��y) Is the region of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectneN unless braced throughout their length by �,j T' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '14E Fj MIA- DATE: 11/30/2015 the overall struNn is the responsibiety of the building designer. 3.2x Impact bridging or lateral bracing required where shown** r 7(l l.• SEQ.: Ki 5 613 3 4 4.No load shouldliftie applied to any component until after all bracing and 4.Installation of russ la the responsibility of the respective contractor. fasteners areto and at no time should any loads greater than S.Design assume.trusses are to be used In a noncorrosive environment, TRANS I D. LINK d.algn loads b eppked to any component. and are for"dry condition•of use. 5.CompuTrus ha$aro control over and assumes no responsibility for the 8.Design assumes lull Searing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,hat rp shipment end installation of components. necessary. 7.Design shallassumes heaadequate enbedrainage laprovided. November 30,2015 8.This designcbared subjectof which the limitationsbihet forth r 8.Plates a snag be located oeboth laces of truss,and placed so their center TPVW(CA in copies of which will be furnished upon request. lines coincide with joint osier lines. H.Digits indicate side of plats in inches. MiTek USA,IrOJCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x4 KDDF #16BTRSPACED 29.0" O.C. 2-3=(-447) 209 6-4=(-126) 98 WEBS: 2x4 KDDF STAND 3-4=( -75) 72 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. .L( 25.D)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 1DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 1SPSF 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 I .( 1' '1' MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 4.00 • M-1.5x3 5 Design conforms to main windforce-resisting 4 -I system and components and cladding criteria. a Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat-2, Exp-B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 N r« N O n � 0Q l M-3x4 ! , M-3x4 it y J' y 8-03 0-05-08 l b b 1-00 8-08-08 - 0 PROP .S .. <1.,p 04 N & /x,,. :9200P 1 ' Lior JOB NAME : 3413-D POLYGON NW - P3 Scale: 0.5209 - Irl' /y.. 1.Builder GThis design any upotherwisetenoletl �� % OREGON �''s+ 1.Bulltler and erection contractor ah IS ofadvised of sill General Notes 1. des gn Is based only upon the parameters shown and Is for en individualKa//99 Truss: P3 and Warnings babe construction mn(ences. balding component Applicability of design parameters and proper ` 2.2x4 compression web brat ng mud by*tailed where shown•. incorporation of component Is the responsibility of the building designer. /f^ 7 y' 14, 4 t h -y.. 3.Additional temporary bracing to Incur aPbllay during construction 2.Design assumes the top and bottom chords to be laterally braced at 4../ { l'�.! Is the responsibility of the erector.Ad1111Nne1 permanent bracing Si 7 o.c.and at 10'cc.mush ea plywoodly unless braced throughout their length by DP.TE. 11/30/2015 the overall structure lame responsibility of bultd continuous sheathing such as required sheathing(TC) drywall(BC). MR F11 .- eponsi nY Milt daalgner. 3.2x Impact bHdging or lateral bracing where Mown•• r 7 f'1 s- SEQ.: K 15 613 3 5 4.140 load should be applied to any component ung eller al bracing and 4.Installation talln ion s:truss s is the eabo sIbbe sea the respective n°pectiveivcontractor.a acto. fasteners are complete and at no time should any loads greater then g design loads be applied to any component. onment, end are for"dry condition"of use. TRANS I D: LINK 5.Compurma has no control over end assumes no responsibility for me 8.Design assumes null bearing at aft supports shown.Shim or wedge 11 EXPIRES: 12/31/2015 necefabrication,handling, emry edtsmeecto the installation limitations los by 8.Pates sh ft be on drainage to truss,an November 30,2015 ed. fi.This design is banished subject to the amaations MI brM by 8.Plates MeN be located on both faces of truss,and placed so their center TPIhVTCA in SCSI,copies of which wilt be fumiehed upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CorrtpuTrus Software 7.6.7(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Oh This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 6'— 6.5" TO: 2x4 KDDF #16BTR ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x9 KDDF #SgBTR LOAD DURATION INCREASE 1.15 SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12.00. 00N. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5F Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 P5F load duration factor=l.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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 I 4.00 3 --/ i N I O rn 2 in O �� M-3x4 4 b y 1-00 8-08-08 y w <r 89200PE - JOB NAME : 3413-D POLYGON NW - P4 Scale: 0.6329 / e ..... WARNINGS: y GENERAL NOTES, unless otherwise noted: lir Truss P4 1.Su1W nd e nconlrenorshould beadvlaedofall General Notes 1.This designs based only upon the parameters rametersandpfor penlndrvldual -y ,ti E REGONNt, 4,� and Warnings construction commences. building component Applkablity of design parameters and proper 2.2x4 comer webbracingmust be Installed where shown F. Incorporation of component Is the responsibility of the building designer. 3.Additional tem ry bracing to Insure staNlity during construction 2.Design assumes the top and bottom chortle to be laleraly braced at fn / f A �i^' Is the respons of the erector.Additional permanenl bracing of Y o.c.and at f 0'o.c.respectively ply unless braced throughout their length by l'iVvite'l I Y DATE: 11/30/2015 the overall atrorkee Is the responelbity of the building designer. continuousxWadriginglogatebaaacing requirede thealwhere hown+tlrywell(BC). '''' 'R Fl 3.2x Impact bridging or lateral bracing shown na 1r SEQ.: K 15 613 3 6 4.No load should�a applied to any component until after all bracing end 4.Installation or trues Is the responsibility of the respective contractor. fasteners are ciaplele and at no lime should any loads greater than 5.Design assumes trusses are to be used In a nonconoalve environment TRANS I D: LINK design loads b*appled to any component. and are for"dry condition`f use. 5.CompuTrushawrocontrol over and assumes noresponsibility brthe 8.Design ssumeafullbearingetalisupposeshown.Shimorwedgeif EXPIRE • 1�J 1/2015 fabrication,Nanjing,shipment and installation of components. necessary. �] G/3 6.This design Is lwrahed subject to the limitations set forth by 8.Designlsshall bees adequate drainage is provided.,and 30,2015 B.Plates shell be located on both faces of truss, pleoetl so their center TPIMTCA In ISI,copies or which will be furnished upon request. Imes coincide with Joint center lilies. MiTek USA,11flCompuTrus Software 7.6.7(1 L)-E S.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2-) 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR LOAD DUSPAIED I24R0ASE = 1.15 2-3=(-135) 92 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING �.L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD 42.0 PSF BC LATERAL SUPPORT <= 12"0C. ION. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 9.2" -25/ 310V -50/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) (LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 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 -/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 1 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor--l.6, Truss designed for wind loads o in the plane of the truss only. oI 0 0 /.1.1.1 o c I 0 11 1-00 2-00 3-11-11 �y� P1 1O�Cr �1 (PROVIDE FULL BEARING;Jts:Z,4,3 I ��" !?'N c ,(C'�' 6/0%,.,��p tx O�y(E •T ""1' 9200PE r- JOB NAME : 3413-D POLYGON NTi, - SJ3 Scale: 0.5345 rjat. .~ ! ,�► WARNINGS: GENERAL NOTES, unless otherwise noted: CC C?REGU•N / I Builder and erection contractorh uW beadvised of al General Notes 1.This design is based only upon Be parameters shown and Is for en individual I' A. Truss: SJ3 and Warnings before construction commences. building component componApplicent billy of design Parameters and proper //Q4 t. 1 4 f 2.flN 2.2x4 compression web bracing must be Installed where shown e. Design Incorporation of the top an Is Mamahe chords o b illy a the bullding designer. /..�' r/ V 2.2e 4.ndsa10 the top entl vely un be therallyroughout ugho bread et • {} 3.Additional temporary bracing ct Ir.Adb stability rrun construction 2'o.c.and at 1D'we respectively unless braced throughout their length by j +� j/ la the responsibility of the erector.Atlditlonel parer neot bracing of continuous sheathing such as plywood shealhing(TC)andlor doe/811 BC). 4-713R10- DATE: R', R 1 DATE: 11/30/2015 the overall structure Is the responslbIty of the budding designer. 3.2x Impact bridging or lateral bracing required where shown e e SD' K 15 61 3 3 7 4.No load should be applied to any component until Om all bracing and 4.Installation of truss Is the responsroAly of the respectie contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition"of use. TRANS ID• LINK design loads be applied to any component. 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2015 S.CompuTma has no contact over and resumes no retponsibitity for the necessary. fabrication,handling,shipment and installation of narponents. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations ell forth by 8.Plates shad be located on both faces of truss,and placed as(heir canter TPIMRCA in SCSI,copies of which will be tumishsd upon request. lines g_linescoincide innucsize of plate terllines. MiTek USA,Inc.lCompuTrus Software 7.6.6(11-E 10.For bask connector plate design values see ESR-1371,ESR-1008(WO) lommimmimmommimmil Symbols Numbering yt General PLATE LOCATION AND ORIENTATION 1 3/4• Center plate on joint unless x,y offsets are indicated. I 6 4-8 dimensions shown in ft-in-sixteenths Failure to Fdllow Could Cause Property I (Drawings not to scale) Damage or'Personal Injury rE�= Dimensions are in ft-in-sixteenths. isik Apply plates to both sides of truss 1 and fully embed teeth. 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. n c1-2 c2-3 esigned neer.For O'146"/f 6 2. w de Truss bracing must be div duual lateral bracan es themselves ILIIrlird4 may require bppcing,or alternative Tor I M—IIIMEQ p bracing shou be considered. 2 rp 3. Never exceed the design loading shown and never stack materialsIon inadequately braced trusses. O6-7C5-. O 4. Provide copiesef this truss design to the building or 4 x 2 orientation,locate �'.8 designer,erection supervisor,property owner and plates 0 nd' 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 embeid fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are rulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumey 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 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless express noted,this design is not applicable for ICC ES Reports: use with fire ret rdant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a n -structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility ofruss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dedd load deflection. the length parallel to slots. 11.Plate type,size'�porientation and location dimensions indicated are rtlinimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shipll be of the species and size,and �� SYP represents values as published s allc respects, ual to or better than that �� Indicated by symbol shown and/or specified. by text in the bracing section of the by AwC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords m be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicant d •on design. if indicated. 14.Bottom chords quire lateral bracing at 10 ft.spacing, BEARING or less,if no cei g is installed,unless otherwise noted. �" 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an hngineer. NMI SW o ® ` number where bearings occur. 17.Install and load Vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or heated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineat before use. ANSI/TPI1: National Design Specification for Metal 19.Review all porn : sof this design(frontback,words Plate Connected Wood Truss Construction. and pictures)baore use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MAII is not sufficient. BCSI: Building Component Safety Information, M lie IC20.Design assumes anufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quaft'Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 .t