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Plans (397) V �._C2„017 - 00L�, I33LZ bW Au co'' tom, T-eAr- MiTeki 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �E�ED P R Of�cc, 5 �NGINEF9 87022PE 9f ry 7 �Aj, OREGON rye 48ER .' \-O OS P. A. HE.# EX' ' :06/30/ 1/ 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 R45998177 PL15399_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MrTek Industries,Inc.Fri Nov 27 10:5622 2015 Page 1 .. ID:zs2ygYHMYIU_Z1p9y12tlyAg??-vFt?YmX2d_JVEBng9KU8FpWgIUYIIlgIHMTHUyEzgd ` 11-10-1411 1-0-0 I 11-2-0 II 1417 I I 1-0-8 1 1-6-0 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 o N �� \rhe IC. OM 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I 14x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4= 355= 11-1.0 1 18-0-6 I 2219.8 I 1-1-0 17-5-8 Plate Offsets(X,Y)- I1:Edge,0-1-81,(12:0-1 8,Edge),113:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/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" SOT CHORD Rigid ceiling directly applied or 6-0-0 oc-bracing. -. 1-34:2x4 DF No.18Btr(flat) REACTIONS. (Ib/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 /1825,2-3=0/1100,3-4 /1100,6-7=-1009/0,7-8=1009/0, 8-9=1449/0,9-10=.1449/0,10-11=1540/0,11-12=1540/0,12-13=1259/0, 13-14=-742/0,1415=742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=440/0,31-321/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27 /1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=876/0 WEBS 2-34=-831/0,134=2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=1010/0, 18-24 /869,6-30=0/521,632=647/0,432=0/790,4-33=925/0,2-33=0/1000, 15.24=728/0,15-25 /567,13.25=725/0,20-22 /1052,20-23=989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Al plates are 1.5x3 MT20 unless otherwise indicated. �EO P R OF�s 3)Refer to girder(s)for truss to truss connections. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement ��NG(NEF9 .o at the bearings.Building designer must provide for uplift reactions indicated. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to � "7 be attached to walls at their outer ends or restrained by other means. 2 870 2P E 6)CAUTION,Do not erect buss 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). (Ci‘ GREG N rL oCC/N LOAD CASE(S) Standard 'A' cc�,ORER N 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O0 lir Uniform Loads(plf) s /;. HER Vert:22-35-8,1-21=-80 Concentrated Loads(lb) Vert 1=1265(F) EXPIRES:06/30/2017 November 30,2015 i id A WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERANCE PAGE MO.7473 rev.10/032015 BEFORE USE , Design valid for use only with Mnek®connectors.This design is based only upon parameters shown,and is for an individual buidng component,not a truss system.Before use,the buiding designer must.vertfy the app9cablity of design parameters and property incorporate this design into the overall buiding design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing : , ....- _ is always required for stabSty"rind to prevent collapse with possklle personal injury and property damage.For general guidance regarding the 7777 Greenback Lane ` .... - ... fabrication.storage,de rvery,erection and bracing of trusses and truss systems,see ANSI/M1 Query Criteria DSI-89 and SCSI Bolding Component Suite 109 Safety InformaInformInformationia on avable from Truss Plate Institute.218 N.Lee Street.Suite 312 Alexandra,VA 22314. CIWs Heratrts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996178 PL15-399_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jut 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:2s2ygYHMYIB_Z1p9y12t1yAg.??-NRROm6Yg0IRMsLMsi2?No02421Ex07xQa71GwvyEzgc 1 1-0-0 1 1 1-1-10 II 1-2-0 11-n7-1 1 1-7-0 1 1-7-0 11 1-7-0 11-7-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 / \ a / Ne/ Ne/ \e/ tea/ tee e\ V\ / \ 12 w s s s e t. 1. 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 103-7-2I11-7-0 I 19-11-4 13-0-2 -7-0 5-B-2 1 Plate Offsets(X,Y)- (14:0-1-8,Edgel,(24:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS.. ...... 2x4-DF Stud/Std(flat)- BOT CHORD Rigid ceiling directly applied or 10-0-0=oc bracing. ^- REACTIONS. (Ib/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=1588/0,34=1588/0,4-55=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. ROPeo �\Co� AGINE ,9 `r�0 87022PE 9r cv - CGNjFMBER -0 \O �`� A. HO; EXPIRES:06/30/2017 November 30,2015 1 1 aWARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED BBTEx REFERANCE PAGE M8.7473 rev.10/oaf2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for on individual bullring component.not a truss system.Before use,the bolding designer must verify the applcobddy of design parameters and n e this d w building design.Boxing indicated is toprevent bucking p�dY dors al t eyDn into the permanent b ing ond possible l trusson web injury and chordomembersamonly. general Additional guidance regarding and tbracing MITe " a always required for stabTdy and to prevent collapse with personal injury and property damage.For general guidance the - �� fabrication.storage,defery,erection and bracing of trusses and truss systems,see ANSI/TP11 Chid*C}bedu.D56-89 and 6CS16ubding Component 7777 Greenback Lane Safety Infermabon available from Truss Plate Institute,218 N.Lee Steer,Suite 312 Alexandno,VA 22314. - Suite 109 Citrus fielaMs.CA 95810 Job Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:5675 2015 Page 1 ID:zs2ygYHMY1t1 Z1p9y12t1yAg??-JgZ8Aoawwvh45eWFgT1rtR8Td5zquxY)2RWlKpyEzga 1 1-10.8 1 p-1n-1411 1-0-0 1 11-7-0 II 1-0.2 I 1 1-3-12 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 / 4 • e e/• Ne / N ! / N /a ea`e/ \e/ ` \ 2 e0 t.25 24 23 35 34 33 32 31 30 29 28 27 26 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4 3x5= 14-0-14 1 2-1.6 1 12-10-141-5.1 1 19-7-0 1 22-4-12 1 2_1.9 10-9.8 7-0 7.4 5.5-2 2.9-12 Plate Offsets(X,Y)— 112:0-1-,Edge),113:0-1-8,Edgel,[35:Edge,O-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. _..:WEBS . 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=493/Mechanical,34=1730/0--8 35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=258/0,6-7=1060/0,7-8=1060/0, 8-9=148610,9-10=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 /1578 BOT CHORD 34-05=1637/0,3334=1679/0,32-33=-301/0,31-32=0/702,30-31=1)/702,2930=0/1317, 28-20=0/1556,27-28=0/1269,26-27 /1269,25-26=0/1269,24-25=0/329,23-24=832/0, 22-23=-749/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=-6/487,8-30=360/0,18-23=1022/0,18-24=0/881, 6-3041/502,632=629/0,432=0!771,433=913/0,233=0/1007,15-24=737/0, 15-25=0/576,13-25=756/0,20.22=0/956,20-23=1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. P R 2)All plates are 1.5x3 MT20 unless otherwise indicated. �, O OFF 3)Refer to girder(s)for truss to truss connections. �NG I N E6-s/O2 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 -9 be attached to walls at their outer ends or restrained by other means. Ct 870 2 P E 6)CAUTION,Do not erect truss backwards. N 7 SAT OREGON qQ. 1/ 9�, FMBER \YN �� SSA. HE % EXPIRES:06/30/2017 November 30,2015 / A.WARNING-Verify designpirainesrs and READ NOTES ON MIS AND INCLUDED MITER REFERANCE PAGE Mil-7473 rev.1040312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual buirdng component.not a truss system.Before use,the building designer must verily the applcabi of design parameters and property incorporate the design into the overall - - - --building.destgrk.-Brocerg hdtcated is to preventbuckfinglel indiwiduai truss web.arid/or chord members only.Addtionat temporary and permanent bracing .,;:., a rk kms,..` " r . ' `'" :..'_. is always required fotstabEtyond_to preventcollapsewith possible personal injury and properly damage.Far general guidance regarding the- -' "-`- - fabricatiion,storage,deivery,erection and bracing of trusses and truss systems.see ANSI/TM1 Quality Crieria,056-89 and 1CSI Wilding Component .. 7777 Greenback Lane Safely Intonnatioa available from Truss Plate hstttute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus HeiOMs.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 112014 MTek Industries,Inc.Fri Nov 27 10:5626 2015 Page 1 ,ID:z52ygYHMYRI Z1p9y12t1yAg7?-n07W08aYgDgwjo5ROAY4PfgdNVLEdCldsG5FhtFyEzgZ 1 1-3-0 I 1-5-0 1 1 1-5-6 I 2-0-0 1 1 1-2-0 1/0_10-21 Scale n 1:37.1 3x4= 1.553 II 4x6= 3x4 II 3x10= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e eHr-- 1,3 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10= 3x6= 1.5x3 II 3x4= 3x6= 3x4= 2-11-0 21-3-0 2-11-0 I 18-4-0 Plate Offsets(X,Y)- 18:0-1-8,Edge),117:0-1-8,Edge),j23:Edge,0-1-81 LOADING(pst) SPACING- 1-7.3 CSL DEFL. in (toe) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical Max Uplif23=902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.CompjMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,45=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=1172/0,420=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. G. ,\G NEF�`vo, 87022Pcw ;414r i N 7 SAT OR GON qo IUN 9C FMQER \* �O �S A. HEV't EXPIRES:06/30/2017 November 30,2015 I I is A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 20 20 /TEK REFERANCE PAGE 8.7473 rev.10/03/2015 BEFORE USE _— Design valid for use only with MiTek®connectors.This design is basedordy upon parameters shown.and is for an individual bulking component,not es a truss system.Before use,the bulding designer must verify the applic of design parameters and properly incorporate this design ksto the overall building design_Bracing indcated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 6�B j� is always required for stab81y and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the !YE••ekx - fabricaran,storage,dervery,erection and bracing of tenses and truss systems,see ANSI/I►11 Qualify Criteria,056-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Tins Plate Institute.218 N.Lee Street,Suite 312 Alexandria VA 22314. Suite 109 CBN6 Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996181 pL15.399_UPPER FOS Floor 18 I t Job Reference(optioned _ Pacific Lumber d Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56272015 Page 1 ID:2s2ygYHMY11 Z1p9y12t1yAg777-GChubUbBRXynKygdxu3JysDbcvagMwBOVrtEPhyEzgY 1 1-0-0 1 0^1 1_1_2-0 ;^i 1-7-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 :1: '-411k1 I i r/AI 1&....\"1 radd a I lik\-W4 4 rA I'll r/#11 I I r/A'1 I eill I illigir A.7tral A L''''''' :V e 1 81. 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 BP= 15-6-14 14-4-14 14.11-1f I 21-4-0 I I 1414 7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge1,[27:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in poc) Vdefl 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.OE(flat) end verticals. WEBS " 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.CompJMax.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=4554/0,1415=-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=0/3553,30-34=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,2425=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,434=990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-00=0/334,12-28=255/55,15-28=0/498, 15-27=-885/0,21-23=1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES-. 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for bliss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be (,iiE) QFF' attached to walls at their outer ends or restrained by other means. �� iNAGI NE - 070 87022PE N 7 �A), OREGO tie/441.4.v/QMH 90 �MBERA\ OSA HE�.0P EXPIRES:06/30/2017 November 30,2015 4 I Q WARMNG_Verify design pararnerers and READ NOTES ON THIS AND INCLUDED MITES REFERANCE PAGE MIi-7473 rev.10/032015 BEFORE USE - Design vardfor use only with MTek®connectors.This design is basedor0y upon parameters shown,and is for an individual bulk5ng component.not a truss system.Before use,the bolding designer must verify the apptcablTty of design parameters and properly incorporate this design into the overall .buRdn9desgn.-&x6ngindicated trio prevent buckrndn 9,ofinid ual:truss web and/or chord members only.Additional temporary and.permanent-brocing s .. - • � .,,. �.- -.s"_.,... . ... is always required#orstdb7ify and to prevent collapse with possble personal injury and property-damage.For general guidance regarding the ._....,. nback fabrication.storage.deivery,erection and bracing of trusses and truss systems:see ANSI/1P11 QuaMy Criteria,EMS-nand SCSI Building Component - - 7777 GreeLena Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandrna,VA 22314. Salle 109 CBnrs HeHe igtrts.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-399_UPPER F06 R45996182 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Nov 27 10:58292015 Page 1 ID:252ygYHMYBLZ1 p9y12t1 yAg77-Cbpf09dRz8CVaGp03J6n1HI8ciLmg1UJ22ULTayEzgW 1 1-10.6 1 41.10-1411 1-0-0 I 11-2-0 II 1-0.7 1 1 1-3-8 1" 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 l'c'tr' rr e - e A 1910 i' lent 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 11 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4= 3x5= 14-0-14 $ 10-9.6 I .8 I 1 22-1-1-8 I 1 1 1 7-0� I 15-67_2 22-73-0-8 0-7-0 Plate Offsets(X,Y)- 112:0-1-8,Edgel,(13:0-1-8,Edgel,135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) .. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - REACTIONS. (Ib/size) 22=431/0-2-12,34=1732/0-5-8,35=776/0-2-10,23=1453/0-5-8 Max Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=-258/0,6-7=1062/0,7-0=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=1641/0,3334=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 234=1690/0,2-35=0/1843,12-28=-7/485,8-30=362/0,18-23=1021/0,18-24=0/878, 20-22 /974,20-23=1036/0,6-301/504,6-32=-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. ��o PROF 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 ' �NG(NE�9 %% be attached to walls at their outer ends or restrained by other means. C? 5)CAUTION,Do not erect truss backwards. . 870 2PE 27 -ycc%y. •0/, OREGO /ti QUO 0 lk ‘.,7,/ 'V A\ OS A. Heck EXPIRES:06/30/2017 November 30,2015 1 1 WARNING-Verlry Assign parameters and READ NOTES ON THIS AND INCLUDED WEE REFERANCE PAGE WW1 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a tons system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall butding design.Bracing indicated is to prevent buck8ng of indrvrdual truss web and/or chord members only.Additional temporary and permanent bracing, Meek` - is always required for stability and to prevent collapse with possible personal injury and praperfy'ddmage.-For general guidance regarding the .: -• fabrication.sforpge,de@very,erection and bracing of trusses and.truss systema,.see ANSIR911-QuaHy-Critedd;DSB-69-and.BCSI Building Component -- 7777 Gree ak Lane . - Safety Informalbn avafiable from Truss Flute Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 'Sake 109 - ` CBrusHeiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996183 PL15.399_UPPE3t F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon - 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 . _. . ID:2s2ygYHMYl Z1p9y12t1yAg7?-8 wPRrehVISDp2z0A18F6iNRgWxGlmfb0M2SYSyFigU In-1941 11 1-2-0 I I 10-9-0 10-9-0 1 10-90 1 0-9-0 110-9-0 10-9-0 1 Scale a 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 • !It?. I/ ,\ a /`a/\e.�\a/\a/\ -I e\e/ \�/ f-' I.11 IF1 7 - e TSi e - - - 39 38 37 36 35 34 33 32 31 30 29 28 27 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14+14 I 13-2-14 16.7.07.0 I 20-2-0 5-9,2 13-J-14 Plate Offsets(X,Y)- 117:0-1-8,Edge1,118:0-1-8,Ed(lel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0,32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. . WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid.ceTng directly applied or.10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0•-4-4,40=881/0-2-12 FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=1379/0,34=1379/0,4-5=2483/0,5-6=2483/0,6-7=3317/0,7-8=-3317/0, 8-9--3881/0,9-10=3881/0,10-11=4177/0,11-12=4177/0,12-13=4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 39.40=0/725,3839=0/1964,37-38=0/2933,3637=0/3632,35-36 /3632,34-35=0/4062, 3334=0/4221,32-33 /4113,31-32=0/3617,3031=0/3617,29-30=0/3617,28-29=0/2730, 27-28 /1808,26-27 /660 WEBS 1731=412/0,18-30=0/367,2-40=1112/0,239=0/1003,439=897/0,436=0/796, 6-38=-690/0,637*0/590,837=483/0,8-35=0/383,1035=277/0,24-26=1072/0, 24-27 /977,22-27=890/0,22-28 /798,20-28=701/0,20-29=0/560,1432=268/42, 163217/0,1732 /880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. latN) PR°fen 34)Recommmechanical connectionend d 2x6 gbackss, (by edge,spaced 0-0-0noc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,-I•�ng plate at pings)40. �t,x-"NEF9 s�O, be attached to walls at their outer ends or restrained by other means. 87022PE lir N � N �'o� OREGSN ti� 4! mor, -8ER \1P-' S A. Heck EXPIRES:06/30/2017 November 30,2015 I 1 A WARNING-Verify design promoters and READ NOTES ON 7/8S AND INCLUDED MITES REFERANCE PAGE*111.7473 rev.1&63/2015 BEFORE USE. ' Design said for use only-with MTek®connectors.The design is based oonnyy upon parameters shown.and is for an indvidual building component.not -. a truss system Before use,the bu*dmg designer must verify the app9eabety of design parameters and properly incorporate the design nto the overall bisecting desgn.BracingIncficateci is top event bucking of individual truss web and/or chord members only.Additional temporary and permanent brouag....'Li, a - MiTek` =.,; is always reposed for stablfy and to prevent collapse with possible personalinjury and property damage.rdr'general guidance regadng the Greenback Lane fabrication:storage,delivery,erection and bracing of trusses and truss systems,see ANSI/ipfl QuaCasCassia.y CdDSI-S and SCSI Striding Component 7777Suite 109 ... Safely Inloes naioo available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. - CMus Hei6Ms.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399_UPPER F08 Floor 1 1 IJob Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 2710:5672 2015 Page 1 ID:zs2ygYHMYIB_Z1 p9y12t1 yAg??-cAUneBfJG3a4R)YbkRfUfwwfswMS16HtfOi?4vyEzgT 1 1-10-8 1 P-10-1411 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-3-11 1 1-30 1 Scale=1:36.1 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 •ir,--- e :a / </ N:/ N:/, - e_ Y o / :/\ ' % e N q !vI ` ` 197. Will 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 I I 4x5= 3x6 FP= 3x5= 34= 34= 3x5= 3x6= 3x6 = 3x4= 3x5= 140-14 1 2-1-8 1 12-10-141t I 19-7-0 1 22+11 I 2-14 10-94 7-0 7-0 5.62 2-9-11 Plate Offsets(X,Y)- f12:0-1-8,Edgel,613:0-1-8,Edgel,135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat).. ..-r 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=258/0,6-7=-1060/0,73=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=1679/0,3233=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=-83210, 22-23=-751/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=-6/487,830=360/0,18-23=-1022/0,18-24 /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/G,20-221/959,20-23=1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ti sc) PR OF�s 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13r X 3")nails. Strongbacks to s be attached to walls at their outer ends or restrained by other means. ��5 (GNG)NE .9 �Q2 4)CAUTION,Do not erect truss backwards. 4t. 87022PE 9� rL 7 SAT OREGO 25 OO 9O Ftij8ER \1 OS A. HERC4 EXPIRES:06/30/2017 November 30,2015 a WARNING-Verify design perernetere and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,riot MI a truss system.Before use,the building designer must verity the appflcabBty of design parameters-and property incorporate this design into the overall building design.Bracing indicated s to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTek' - is always required for sfabr8ty_and to prevent collapse with possible personal injury and property damage For general guidance regardng the w.fabriaation,storage,delivery,erection,and.bracing..of trusses and truss systems..see ANSI(TPI1 Qe9By Calle to DSI-89-and SCSI BaUding Component., -.7777 Greenbedc Lane , Safety Inicrmalien available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexardna,VA 22314. Suite 109 Citrus Heiahls,CA 95610 Job- Truss Truss Type 0ty Ply POLYGON R45998185 PL15-399_UPPFJ2 F09 Floor 1 1 Job Reference(optional) Pade Lumber E Truss Co.,ry reg Beaverton,Oregon 7.530 s Jul 11 2014'Wick Industries;Inc.Fri Nov 2710:58:34 2015 Page 1 • ... IDis2ygYHMYW_Z1p9y12tlyAg??-YZcY3theoggoglizsshykL?yk)2sV6H26KB69ny&qR 10-10.0 1 I0.5:4-1 1 1-2-0 1 ni 10-9"0 10-9-0 110-9-0 10-9-0 i i a-9-0 10-9-0 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 • •" /\�/\� //\ /\ /\ \ /I \s/\e/ \e,/ `e N • e e UL, s - s e e e e s e 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5 = 3x5= 4x5= 4x5= 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 11a I 20-4-13 I 14-5.12 7-0'0.7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),118:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress 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=892/04-0 FORCES. (Ib)-Max.CompiMax.Ten.-AN forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=1397/0,45=2518/0,5-6=2518/0,6-7=3371/0,74=3371/0, 8-9953/0,9-10=3953/0,10-11=4267/0,11-12267/0,12-13=4306/0, 13-14306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=312110,19-20=3121/0,20-21=2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-404//734,38-39=0/1990,37-38=0/2977,3637-0/2977,3536=0/3694,34-35=0/4142, 33344)/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-3040686,28-294V2770, 27-28=0/1832,26-27 /668 WEBS 17-31=355/0,18304)/383,2-40=1126/0,2-39=0/1017,439=910/0,438=0/810, 6-38=704/0,6-364)/603,836=496/0,845=0/396,1035=291/0,16-32=281/0, 17-32 /823,24-26=1086/0,24-274)/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-2941/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. otherwise2)All plates are 1.5x3 MT20 unless 3)Recommend 2x6 strongbacks,onedgge,saced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails. Strongbacks to '`(�ED P R- NGIN4- w be attached to walls at their outer ends or restrained by other means. � cb ,- t, R -0-___ ¢ 87022PE i -N iv 0'oj, OREGO qo Q40 9O AMBERO\ On A. He?, EXPIRES:06/30/2017 November 30,2015 .:4WARNINO-Verify design parameters and READ NOTES ON DRS AND INCLUDED MITEK REFERANCE PAGE 9547473 rev.1063/2015 BEFORE USE •Design void for use only with Mifek®connectors.This design is based only upon parameters shown:and k for an individual bulking component not w a truss system.Before use,the building designer must verify the appficab dy of design parameters and property incorporate the design into the overall:. . ...,_., building deign..Bracing nalcated s to prevent bucking of individual truss web and/orahord members only.Adcrtional temporary and permanent bracing sc.:-.•,-,==';MF;a(.:. -.- :.... balwdys required for stability and to prevent collapse with possible personal injury and property damage.For general guidance Lege rdmg:the . fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/n71 Quawy C,Berfa,DSI-Iy and ICSI guiding Component- .. 7777 S Sleds Lane Solely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus HeiaMs.CA 95610 I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury ME Dimensions are in ft-in-sixteenths. IrgibkhApply 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 orX-bracing,is always required. See BCSI. /T6" .M1111121151111mommmignimm%1 2. Truss bracing must be designed by an engineer.For 1111,/WEBS wide truss spacing,Individual lateral braces themselves 0 lb may require bracing,or alternative Tor I 11111-11011Epbracing should be considered. x °C1� UO3. Never exceed the design loading shown and never O U stack materials on inadequately braced trusses. 110, ill c�; 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7 se designer,erection supervisor,property owner and plates 0-'/I/'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. on This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6 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 byANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plots location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or u on re uest. NUMBERS/LETTERS. P q 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber p The first dimension is the plate 10.Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General tactics is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. p r the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all/ Indicated by symbol shown and/or Trusses are designed for wind bads in the plane of the specifiedects,equal to or better than that by text in the bracing section of the truss unless otherwise shown. : ; 13.Top chords must be sheathed or purlins provided at , output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 , 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,If no ceiling Is Installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but ©2012 Mitek®All Rights Reserved 16.Do not cut or alter truss member or plate without priorapproval of an engineer. =O reaction section indicates joint number where bearings occur. 17.Install and load vertically unless Indicated otherwise. _ Min size shown is for crushing only. NOM greenf may pose unacceptable lot_� 18 envUse ironmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal MI119.Review all portions of this design(front,back,wordsi Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSI: Building Component Safety Information, it 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 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: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR()Fe, NE6-� /, 89782PE 5 OREGON ©* r 'AUL RAJ -111e/2016 November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per 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 WELL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Ree' 1- 2=(-2060) 559 1- 5=1-451) 1772 5- 2=1 0) 289 BC: 2x6 KDDF #16BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=1-450) 1777 3- 6=1 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12'OC. LION. TC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 6'- 0.0' TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2:0' TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0".TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -98/ 98H 5.50" 1.99 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC DON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.01= 320.0 LBS @ K'- 0.0" -------__------------------__________ TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALIC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. _J REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. •" For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD._."OP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor=1.6, 5-11-11 ,,(( 3-02-10 5-11-11 Truss designed for wind loads 'l' 44320# 43208 f in the plane of the truss only. 12 12 6.00 p M-4x6 ::11-6x6 Q 6.00 2 O 4� 0 0 ria rn 1 i • 5 6 "" 4 1 oM-3x5 M-3x4 M-1.5x3 M-3x5 0 y y y y 5-08-08 3-10-12 5-06-12 l l Z 15-02 CoN .AG E - u/' ��w y 89782PE r JOB NAME : 3413-B POLYGON NW - Al . Scale: 0.4009 I ��G� WARNINGS: GENERAL NOTES, 'slew othenvise noted. V ��) 1.Builder and erection contrador should be advised of el General Notes 1.This design based ,ly upon the parameters shown and Is for en individual 7 `OREGONZ Truss: Al and Warnings before construction commences. bolding component Applicability of design parameters and proper /�jf Q [ 2.2x4 wrrMrowbn web bracing must be installed where Movm.. incorporation of component la the roepansiblity of the building designer. .„4 A e a y.. 3.Additional temporary bracing b insure stability dunng construction 2 Design assumes the lap and bottom MOMS b be Merely braced et �7!/y� 'l/"f is Me responsibility of IM erector.Addition.'permanent bradn f T os.end at itl o.9 raepectNely unless braved throughout their tenpin by •. �� a\ Per'na"• 8 o continuous sheatmng such es plywood sheathing(7C)end/or dryvnl(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3.2a Impact bdtlging or labral bracing required where shown•• SEQ.: K1561174 4.No load should be applied to any component untl after el bracing and 4.IOn.t latbn of truss Ie the resin be�uleryyeits respective coactor.environment, fasteners are complete end al no tine Mould any loads greeter than end Sedan ss mery sues.of tob. TRANS Z D: LINK design keds be applied is any component. 6.Design assumes MI bearing at all supports shovmshim or wedge if 12/31/2016 r� l/thy y{ 5.Compul rs Ms no control over and assumes no responsibility for the necessary. l,� EXPIRES: 12/3 il2016 fabrication,handling.shipment and lnstellaticn of components. 7.Design assume.adequate drainage Is provided. November 30,2015 S.TMs design h lumished subject to ale limitations sat forth by S.Plates shall be located on both faces of truss,and placed cu their center TPLWTCA In BCSI,copies or which will be fumiehed upon request. Ines coincide with joint center lines. 9.Digits mdbets size or plate In Inches. MITek USA,InciCompuTrus Software 7.6.6(1L}E 1o.For beds connector pieta design values see ESR.1311,ESR-19S8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C 1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 g 2-3=(-774) 153 4-3=(-47) 587 4-2=(0) 353 BC: 2x9 ROOF #19BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-774) 153 4-3=(-47) 587 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 P3F LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO TIE 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 LOAL. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '7_07 7-0.7 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( load duration factor=1.6, 12 6.00 ))M-9x9 12 Trinuss thedp laneed offor thewind trussoad Q6.00 only. 4.0" ..I 1.1 rh 7 M it., o 0 1.. _�� 4 * o o *M-3x4 M-1.5x3 M-3x4 3 0 b l - l 7-07 7-07 1 rSrrn�'T Fl 15-02 y c. ��`•`v � (j��s NGINE •q / �' 89782PE JOB NAME : 3413-B POLYGON NW - A2 rte, ' ....p•' • Scale: 0.4009 alli WARNINGS: GENERAL NOTES, unless otherwise noted Truss: A2 1.Builder and erection contractor should be addend of al General Notes I.This design I bawd d ty upon Gs parameters shown and Is for an individual .." OREGON 4r. and Wambg.before construction commences. building mpo a nt Applicability of design parameter and proper 2.204 compression web bracing must be Metalled where shown.. Incorpo ib I potent lathe responsibility of the building designer. may (/J ['J" 3.Additional temporary pacing to Insure stab88y during consiructlon 2 Ds&gn ms hs lop end bottom chords to a laterally t In),el 7�(+ "q�V '[� b the responsibility of the erector.Additional permanent bracing el T o.c.and 110 a .oh a.ply unless braced throughout their length by ]• P `� DATE: 11/30/2015 the overall structure le the responsiblity of the building designer. 2impcontinuous adgIrg m a:ch as plywood sial here en,,,drywell(BC). PAUL C3. 3.In Impact bdtlging or e:arel bracing requlretl where.lawn*♦ P `, SEQ.: El5 6117 5 4.Na bad should be applied to any component until MGM bracing and 4.Installation of Now is fha responsibility of the respectNe contractor. fasteners are complete end at no Ilene should any bads greater than 5.Design assumes trues.are to be used Ina non ono&ve environment, TRANS ID: LINK design bads be applied to any component, and are for'dry condition.Si use. 12/31/2016 5.CompuTrts has no control over and assumes no responsibility for the 8.Design ewmes NI bearing al all supports Mown.Shim or wedge if ^P RES. fabrication,handling,shipment end kretallstlon of components, necessary. 7.8.The design a furnished sublecl to the limitations sat forth by 8.Platesshallbe basassumes ted on bothlfans.ge as Gies,and plead an their anter d. November 30,2015 TPI9STCA In SCSI,copies of whbh Mil be brnlshed upon request. Anes coincide wth joint center lines. Mtiek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.DWG indicate size of pled In inches. 70.For basic connector plate tlealgn values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -116)16) 107 5- 6=(-295) 1292 2-6=12-6=1-1494) 120 350 WEBS: 2x4 KDDF STAND 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 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.1 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 81BV -57/ 144H 5.50" 1.31 KDDF ( 625) * For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL. BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.041" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 1' ' T 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 111141r111111 11%11• ral . _ rn M-1.5x3 6.00 4 -/ Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4111111111 load duration factor=1.6, 1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 oo o 0 I 1► 5 6 o M-3x4 M-3x8 M-4x8 y y +12108 +637# y 4-00 4-00 4w 8•782PE r" - JOB NAME : 3413-B POLYGON NW - AGIRD / '''''�d^/�\\/✓//� -_ Scale: 0.4610 ./ WARNINGS: GENERAL NOTES, unless otherwise noted 7A.OREGON >,�4 �. 1.SuIder and eredlon conbador should be advised of al General Notes 1.This design is bane only upon Me parameters Mown and Is for an Indlvkluel , ORE.SON Truss: AGIRD and Wamkqs barere construction cummenca•. building tamponed AppllubIHly of design parameters and proper // [}s 2.244 compression web bradrg mut be installed whore shown•. Inarporean of component Is the responsibility et the building designer. t Gc[>Y A b ` temporary bracing to Insure N.blIXy during contnadbn 2.Design assumes the top and bottom dards to be Literally braced al al 1 3.Additional tem T cc.and at 10'n.c.respectivety unless braced throughout their length by t ,\V la the responsibility of the wadi',Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endfor drywal(SC). ,--4 U 1- ` DATE: 11/30/2015 the overall shudure Is the responsibility of the building designer. 3.24 Impact bridging or Literal bracing required where shown 44 4.No bad should be applied to any component untl after al bracing and 4.Installation of tons is the responsibility of the respective centredor. SEQ.: K 15 6117 6 fastened are complete and at no tine should any wads greater than 5.Design assumes truss.s are robe used th a noncorrosive environment, and ere for•dry condition"of use. design bade be applied to env component.TRANS ID: LINK 5.ComWTnahas no control over and assumes norespeesibiliyfor the 5.Detgs...ume.Nlbeadngtatsuppan.anavn.smmareadgell EXPIRES: 12/31/2016 fabrication.handling.shipment and intalttlen of components. 7.pedgn assumes adequate drainage is provided. November 30,20 1 5 6.This design Is furnished abject to the limitations set forth by 8.Plates ehel be orated on both feces of laces.,and placed•o their center TPIWTCA In SCSI,oeples etwhich nil be furnished upon request. Ines coincide with joint center linea 9.Digits Indicate ode of plate in Inches. MRek USA,Ine.iConipuTms Software 7.6.7(1L)-E 10.For basic connector plate design value see ESR-7317.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-42) 90 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 297V -7/ 97H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" f MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ l'- 10.9" 6.00 17' MAX HOR11. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 w 0 I ~ M t I _J M-3x4 1 1 ) 1-00 'PROVIDE FULL BEARING:Jts:2,3,9 I 6-00 `t" 89782P E �c"' JOB NAME : 3413-B POLYGON NW - AJ1 • . Scale: 0.6771 •� . I� Sag WARNINGS: GENERAL NOTES, union otherwise holed: („w _J Truss: AJ 1 I.Bulder and eredian contractor Mould be advised of all General Notes 1.This design la based only upon the parameters Mown and is for an Individual �y 9 OREGONn N. ,,. end Warnings before construction commences. building component.Applicability of design parameters and proper (5(r s 5- 2.244 compression web bracing must be installed where shown+ incorporation Of component I°the responsibility of the building destgner. osy9 (J /Z?y A r` V 3.Additional temporary bracing re Insure stabfilly during construction 2.Design assumes IM lop end bottom chords to be hleralB braced al 77 'l J +.J- Isihe responsibility et the erector.Additional permanent bradng or z o.c.and at 10'ee o.c.respectively unless braced throughout their length by Y DATE: 11/30/2015 the overall structure Is the responsibility ort*building deal her. 2 Impact sheathing or suer as ring re Nroe where s an,,ar nrywaA(BC), P"/p'+t ' ng g 3.2a Impact bridging or lateral bracing required where Mown+* rl I�/L SEQ.: El 5 6117 7 4.No load Mould be applied to any component unit ager all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time Mould any leads greater than 5.Design aaaumea tosses ars to be used in a non-conodve environment. deet bads be applied to any M. and ere f dry cor:dion•of use. TRANS ID: LINK rp pa° over a Design °hgi bearing ataisupports shown.Shim orwedge If EXPIRES: 12/31/2016 5 CompuTrus has m control over and assumes no responsibility for IM neceenry fabrication,handling,shipment end lmtallagon of components 7.Design assumes amorsels drainage is provided. November 30,201 5 8.Thio design Is furnished subject In the lmletiona rat forth by 8.Plates Mag be Coaled an*m faces of trues,and placed ea thele center TP WWCA in BIB),copies of which will be furnished upon request. lines coincide with taint center fines M)Tek USA,Ina/Com Trus Software 7.6.6 1L E 9.Diggs indicate sraa'of p:ete In inches. W ( )- 10.For basic connector Mete design values see ESR-1311,ESR4988(NAM) 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: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 346V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0•' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" 1' '1 MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I N ol 0 I ElO M-3x4 l l y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I P R OFe 89782PE <' • JOB NAME : 3413-B POLYGON NW - AJ2 • Scale: 0.6196 / -.ea WARNINGS: GENERAL NOTES, unless othervdas noted Co. OREGON (�� 1.Builder and erection contractor should be advised of al General Notes 1.TIde deign is bawd only 00019.parameters shoes, and b proper an ar Indtoldual OREGON ham' Truss: AJ2 and Warnings before construction commences " Y 2.Zot comprewwn web bracing must be Insts9ed where shown+. incorporation of component and the responsibility i of the building designer. rf1 4.V� Irr "- '� 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bogom chords to be laterally braced al T J '4 Is the roaponstbll f Me erector.Additional pate, 00 bredof T we.end at 70 a.c.re dive N used s bread throughout,dryeir tength). ,} fty ong continuous sheathing such as plywood ng(TC)00,, drywal(BC). p/1 t')l i";� DATE: 11/30/2015 the overal structure Is IM rosporWbNlN of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ �,7 M SEQ.: K1561178 4.Noload should be applied w any component until after atebracing and 5.4.Destlsn aonoftruss rs1 lnneesre�wblty used .�espea�e•straw nam. fasteners aro complete and at no time should any loads greater thanand gra for"dry trusses of to be TRANS I D: LINK design wads be applied to any component. 8.Design NAI bearing at al supports shown.Shim or wedge If gn au 5.CampuTrusMsno control over and assumes norespunstblityfor the e„ry, 'EXPIRES: 12/31/2016 fabrication.handling,shipment and metailson of components. 7. MCO nassumes adequate drainage is provided. November 30,2015 8,This design I.furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNWICA In BCS',copies of which all be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate she of plate In Inches. MITek USA,InciCompuTrue Software 7.6.6(11)-E 10.For basic connector plate design values see EER-1311,ESR-1988(MiTek) i. 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 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&SBTR SPACED 24.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -57/ 902V -22/ 108H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed= 0.395" 5_11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 - MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 177 • 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I%' (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 I m M C Ini 1 2�� 4 111165=d1 -/ M-3x4 J' l .6 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3 ,Kcec. t961 444 1 �" 89782PE �I-" JOB NAME : 3413-B POLYGON NW - AJ3 • Scale: 0.5762 / -wee, WARNINGS: GENERAL NOTES, unless otherwise noted. 445 4) ��Truss: AJ3 1.Builder and erection centrador ehcold be devised of al General Notes 1.This design S based only upon the parameter,shown and Is for en individual ,Yej$! Aen and Warnings beam construction commences. building component.Applbabiflty of design parameters and proper 6) i" 2.Dc4 compression web bredng must be Metaled where shown v. Incorporation of component Is the responsibility of the building tlesigner. ,'9 'I/4�y: A (,.'t:j'-` 3.Additional temporary bracing to insure stability Wing nensiructbn 2.Design assumes the top and bottom chords to be reeratly braced al T �7 ` le the roaponstblltly althe erector.Additional permeneM bracing of 2 o.c.and at 19 os.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure la the responsibility of the holdl designer continuous sheathing*Leh as plywood sheathing(TC)nlrersC)and/or drywatl(BC). T P, al \ building 3.2x Impact btdging or lateral bracing required where shown.• j.' SEQ.: K 15 6117 9 4.No bad should be spoiled to any component until after al bracing and 4.Installation of sus,Is the respondblity of respective contractor fasteners aro complete end et 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. and are for drydnlon•ofuse. 5.CompuTrue has no control over and assumes no responsibility for the e.Design e ho bearing at al supports 366,0,wedge if EXPIRES: 12/31/2016 necessary fabrication,handling shipment and installation of components. 7.Design assume.adequate drainage is provided. November 30,201 5 8.Thisis design I,furnished suMed to the limitations set forth by 8.plates shall be lowed on both feces of tress,and placed so their center TPIM/TCA in BCSI,copies of which nil be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com ulnae Software 7.6.6 1 L E 9.Digit.Indicate On of plate m inches p ( )- 19.For basic cone for pia:a design values see 658-131 1.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 RIDE ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 -' MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 M o1 1Idlia S► 'Mal 0 M-3x4 1 1 ), l 1-00 6-00 1-05-15 (PROVIDE FULL BEARING;Jts:2,5,3,4 I \�j.\C- �s• iO,,y� 897821' v JOB NAME : 3413-B POLYGON NW - AJ4 • Scale: 0.5937 '''"'0• WARNINGS: GENERAL NOTES, unless otherwise noted E+" ('�( 1.Balder and erection contractor should be advised of al General Notes 1.This design 10 based only upon the parameters shown and b for en Individual ;74, OREGON '°' Truss: AJ4 and Warnings before constn dbn commences. building component.Appllcebll ry of design parameters and proper t7,,`�'„ 2.b0 compression web bracing must M Metalled where shown+, incoryoreroe of component Is the rosponstbeily of IM bidding designer. V 3.Additional temporary bracing to insure stability during construction 2 Destgn assumes the lop end bosom MOMS to M Wendy Orated al lathe rsaponstblly of the erector.AddAbnal ermaneM bracing f 7 o c.and at 10 o c.respectively unless braced throughout their length byVG P g o Ox Imp oue eheathingor such es plywood abed eng(TC)andbr drywall(BC). P 1 1 t . DATE: 11/30/2015 the Went structure is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where Moan++ 4..7 l.. 4.Na bad should be girdled to any component until eller al bndng and 4.InstelleBon of truss Is the responsibility of the respective contractor. SEQ. : K 15 6118 D fasteners ere complete and at no the Mould eny loads greater then 5.Design assumes trusses are to be used Ina nontormslve environment. TRANS I D: LINK dest9n bade be applied to any component and Sr.for"dry condition"of use. 5.CempuTrus has no control over and assumes no responsibility ler the 5.Design assumes"°'bearing supports"'awn.5""^°`wedge 0 EXPIRES: 12/31/20118. ry. fabrication.handling,shipment and InststOlbn of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.This design Is NmlMed abject to the hmMtions set forth by S.Plates shall be butted on both faces of suss,and placed ss their center TPWWICA In SCSI,copies of which Wil M furnished upon request. Ines coincide with joint center linea 9.Digits indicate etre of pale In Inches. MTek USA,Inc./CompuTrUe Software 7.6.8(1L)-E 10.For bade oonnedar plate design values see ESR.t31 t.E5R•1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=( -61) 465 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6874 10- 4=( -231) 1443 BC: 2x6 KDDF #1kBTR 3- 4=1-6056) 1207 11-12.(-1098) 5946 10- 5=1-1830) 393 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PIF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POE 7- 8=1-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 2x4 BRACING AT 24"OC DON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+QL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12' 4.0" 27'- 6.0" -412/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 J .. For hanger specs. - See approved1` 4psf) uplift at 24 "on spacing. plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORR. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load , 7-11-11 11-06-10 7-11-11 Trussduration designedf for owind 6loads 1' T 1' '' in the plane of thew truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 1. f +598# T T T T T 12 12 6.00 p M-5x12 M-3x6 M-4x10 M-4x10 d 6.00 4 5 6 t, T2 !� >5x7 plioo..1 1.10 11 12 13 o n o M-4x10 M-3x10 0.25" I M-4x10 M-3x10 0 M18HS-7x14(S) M-1.5x3 1440# J• y 7-04-12 l 5-01 2-08-04 y 4-11-04 y 7-04-12 y � � �fiFsr 1-00 27 -06 l •` N '� p'P,, ir :9782PE JOB NAME : 3413-B POLYGON NW - B1 • Scale: 0,2244 . - WARNINGS: OENERALNOTE$ pny uponMmleaMbd 1" OREGON /... Truss: B 1 1.Baader and Braman contractor annum be advised o!a General Notes t.balding ding os p based only upon the parameters show r and la for an Inaldeual Ea, 14)N. and warnings before construction commence. balding componentAppllablllty of design parameters and proper 2.2r4 compression web bracing must be Installed where show°.. incorporation of component la the roepontlblgty of the building designer. G �,.+ 3.Additional temporary bracing to Insure stability muang condmdbn 2.Design assumes the top and bottom MOMS to be lehralty bread al �4,r0/1". q/ y -�5 Is the responsibility of Me erector.Additional permanent bracing of T o.c.end at 17 o.c respectively uMese broad throughout their length by 'T DATE: 11/30/2015 the overall structure the responsibility continuous sheathing each as pdwood sheathing(TC)andror drywag8c). �'A�. �� ohne building designer. 3.2 impact badging or literal bracing required where shown++ SEQ.: K 15 6118 2 4.No bed shoed be applied to any component unto after all bracing and 4.Installation of truss is the responsibility of the respec the contractor. fasteners are compete end et no tkne should any beds greeter than S.Design assumes trusses are to be used Inc non-corrosive environment, TRANS I D: LINK design bads be applied to any component. end ere for"dry analon"of use. 5.CompuT,ue has no control over end assumes no responsibility ler the e.Design ssume.Mk bearing•t•g supports spoon.Slim or wedge g EXPIRES: 12/3.1/201.6 fabrication,handling.shipment and Instal asen of components. ry 8.rn15design Ismmishedaabjedrothe limitations set ronhby 8.Pmrosshellbeloaaedoneboomia.stress.s,andplaced sotheir center November 30,20 5 TPVIARCA in FICSI,copts of which will be famished upon request. linea cnlndde with Joint center thea MITek USA,Inc./CompuTrue Software 4L 7.6.6 9.Digits Indicate alas of plate In Inches. p 1 )-E 10.For basic connector plate design values see ESR-1311,158-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1259 4-7=(-1989) 446 BC: 2x6 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-1606) 366 5-6=(-556) 2962 2-6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -119) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" _____________- ----- ---- @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -',- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL= 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" \/1/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /yvy` 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" ". For hanger specs. - S1ee approved plans 6-02-11 1-09-05 T f Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. T T T T Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 6.00 177, - load duration factor=1.6, M-4x6 Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 4 -I 109 M-3x6 44Ill N rni o ©@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. IA11111111/11110 1111 o a .MIMIMIELMIMIll 11 ® PAn 1 � 5 6 .. 7 I • o M-3x4 M-3x4 M-7x8 M-3x8 y ♦1210# +6376 , +2330# y 3-00 7 2-09-12 2-02-04 y 8-00 y ,., ;tE� PR Op, , wi 4Nc NE�r� ' 'I/ ir `/ 8•782PE JOB NAME : 3413-B POLYGON NW - BGIRD ' ',,/ Scale: 0.4649 u' --=. WARand., GENERALNOTES, unyupotherwise meed.ter 17 OREGON '.- Truss: .- 1.Gunder and erection contractor should he advised of en General Notes 1.This design Is based only upon the parameters Mourn and b for an Indlvldwl OREGON V,V n. Truss: BGIRD and Warnings before coolorant,commence.. building convened.Appliabllny of design parameters and proper �•J -„�y„ 2.2e4 amprepbn web bradng must be instaned where shown+. incorporation of component is the responslbt ty of the building designer. G�t`y y: 4t 6 "C 3.Additional temporary bracing to insure stability during construction 2.Design and at tO me top end bottom chords to be laterally braced at FT _{ Is the reaponstbllIy of the erector.Additional permanent bracing f 7 o.c.eb ab 70 e.c respectively ety 00ed.unless bread throughout melt length by //.)+a V germane g o continuous Nothing such es plywood sheemlrlg(TC)andhr drywan(BC). �'.,4 1 (` v‘ � DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.b Impact bridging or lateral bracing required where shown+e l�.L. 4.Na load shoal be eppled to any component until after el bracing and 4.Installation of buss Is the responsibility of the respective contractor. SEQ.: K 15 6118 3 fasteners are complete and at m time should any loads greater man 5.Design assumes Wsses are to be used Ina non.arral.a envkunment. TRANS ID: LINK design loads beappNedtoany amponem. andar.,sumesfr"dry rdmon" tae ppo ga 5.CompuTne has no corawi Boer and atom.no responsibility for the 8 Desi ssumes fui beadn 1 0su rte shoot Shim or wedge If EXPIRES: 12/31/2016 wry. fabricatan,handing,shipment and mstanaabn of components. 7.Design assume.aced:ate drainage is provided. November 30,201 5 8.This assign la furnished subject to me limitations set forth by 8.Plates shall be locoed on both faces ochres,end plead so their ceder TPINV1CA in SCSI,copies of which will be furnished upon request. g Digs indicatecolndde with of of int center lines. Inches. MITek USA,Ino./CornpuTrue Software 7.6.6(1L}E to.For bade connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1.- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #lb BTR LOAD DURATION INCREASE = 1.15. 1-2=(-22) 50 2-9=(0) 0 BC: 2x9 KDDF #lb BTR SPACED 24.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 248V -4/ 36H 1.50" 0.40 KDDF ( 625) 0'- 11.2". -15/ 2BV 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pc)'. 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 7 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012'NOT BEING MET. BOTTOM CHORD CHECKED FOR IO PSF LIVE'LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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" t Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, rn Truss designed for wind loads 2 o in the plane of the truss only. ro o jai=c O O i. M-3x4 y 1-0o y 1-0o y �� ) PRo 'PROVIDE FULL BEARING;Jts:2,4,4 ICO `� A`G`IN ' y/0 �' 8'782 PE IL, JOB NAME : 3413-B POLYGON NW - BJ .• • Scale; 1.1073 - ' •�./� . WARNINGS: GENERAL NOTES, unless otherwise noted. (0 -' Truss: BJ1Binder anderectioerectionMouldn contractor Mouldbe***Mail General Nate. This tlesig I besed only upon he parameters shown and la for an individual 17+OREGON R EGO hy,_ and Wammga before canetnwrbn commence.. building component.Appli»Mllty of design parameters and proper V 4T v V 2.Doo compression.site br.dng must be installed share shown 5. incorpor iro f component Is the responsibility of the building designer y-j�� 3.Additional temporary bracing to Insure stability during construction 2 Design mimes me by and bottom drone to be rough bread al �/� �L:S y� 4 5 �t Is the responsibility of the erector,Additional permanent bracing of T a c.and at 10 o.c,raapp a.plY unless braced throughout their bngm by •l ! 1 \ Yf DATE: 11/30/2015 the moral structure is the responsibility of the balding designer. continuous Mor such e. ring re sheathing(TC)end/or drywag(BC) I'M (a 4.No load should be applied to any3.2v Impact bridging or th eral bracing required where Mown a aa 1- T SEQ.: K 15 6118 9 PPl component until alter all brsCiq and 4.Installation of truss Is the responsibility of the re.peaNe contractor. fasteners are complete end at no time should any roads greater than 5.Design assumes masse are to be treed In a noncorrosive environment, TRANS ID: LINK design bads be applied lo any component. and are for"dry condlm"t"of use. 5.CompuTrw has no control over end assumes no responsibility for the 6.Design assumes full bearing at al supports aloes.Shim or wedge k EXPIRES: 12/31/2016 fabrication,handling shipment and Installation of components. 110.911181), 6.This design isfumiehad subject to the gmhations»tforth by 7.Dltenmumsadedcm drainage is true.,andd. 30,2015 S.Plates shall be located en born lase of truce, pNad»thek center TPVWTCA In BCS',copies of which all be furnished upon request. Anes colndde with Joint center lines. WO USA,Inc./CompuTrus Software 7.6.7(114-E9.Digits indicate ate of plea in Inches. 10.For besic connecter plate design values sea ESR-1311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l6BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF 1#16BTR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x4 KDDF #16BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 9=( -12) 599 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0"TO 34'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 409 17- 5=) -330) 2139 2x9 KDDF #1&BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=) -7229) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 39'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=) 0) 512 TC LATERAL SUPPORT <= 12"OC. VON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=1 0) 142 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 6'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 966.7)+DL( 130.7)- 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1239 11-12=) -6882) 1862 20- 8=( -729) 422 NOTE: 2x9 BRACING AT 29"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO TEE.SPATIAL 12-13=) -6849) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT EEING MET. 13-14=( 0) 50 21-10=) -196) 992 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TIP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x9 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN _r nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 bottom chords,XX 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL = 0.001" @ -1.-L 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed = 1.654" f 1 ' MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed= 2.206" 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed= 0.100" .f MAX TL CREEP DEFL= -0.001" @ 35'- 0.0" Allowed= 0.133" 2-09 2-09-12� 0-0105 -08-08��3-04-02 9-05=08 T ' 1 1' •r ' 1' 1 1' ' MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-108-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" ,,fy -M-4x4+ I .' 1' +597.30# +597.30# 12M-3x8 12 Design conforms to main windforce-resisting 6.00 M-3x6 d 6.00 system and components and cladding criteria. M-5x6+ M-5x6+ + �.M-3x6 p Wind: 140 mph, h=22.4ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4X10 N%%%010%.44.0.M-5x6 Toad duration :for wil.6, Truss designed for wind loads M18HS-5x16 5 1 i the plane of the truss only. 4.M-3x9 4 M-1.5x3 2 M-3x8 M-2.5x4 or equal at non-structural diagonal inlets. mM-9x10 3 + o of � ^5 16 17 r 19 _- rw+ -`\4y, 1� M-3x4 M-3x8 0 18 20 ;, 22 of ,1,14-1.5x3 M-3x10 0.25 M-3x8 M-3x8 i oM-7x10 0 17 f] M-Sx8(S) f:co f-f1Q/2 ... .3.75 fir[' C 12 y y y y y y y y y C3S NGS NEER /d 2-05-082-09-122-11-08 5-02 y 4-11-08 3-07-10 3-09-06 8-02-12 .1 01 1 1 l 44/ 17 y 0105-08 10-09-08 20-09 y 00 4 :9782pE 1'° 1-00 34-00 1-00 • JOB NAME : 3413-B POLYGON NW - Cl Scale: 0.1478 ''r 'i r� WARNINGS: GENERAL NOTES, .sen otherwise noted ix- •w EGON O' 1.Bolder and endbn contractor should be s0s of el General Notes 1.This designIs based only upon the parameters shown and Is for an individual � V�[�': 5 1, Truss: Cl end Warnings before conelrudbn commences. Incorporation po Applicability of design parameters and proper r'1 2.2x4 cempronbn web bndnp moat be installed when Mown�. bcerpc tb I component Is the respone dBy of the building designer. at 3.Additional temporary bracing to insure stability during oendruction 2 Design cow tna fop and bottom chords to he latents braceden • P./I t '�' " T c.c.as.ea hin), J, U as plywood ehaelhing(TC)eMnr drywel(BC). DATE:: 11/30/2015 the overal Wucture n me reepondbNy of the building designer. 3 20 Impart bddging r kteral bradng required where shovm a s SEQ.:. K 15 6118 6 4.No ked should be applbd to any component use after al bracing and 4,Dln Installation f Miss ea s MduW pits res.ps tiNe ro.coenvironment,ctor. cc'y EXPIRES: C�'+ fasteners are complete and at no time should any beds Greater than .EXP t R ES: 12/31/2016 . design loads be applied to any component. and are for dry ?LANA E use. TRANS I D: LINK 5.CompuTrus Ma no codrol over and amumes no responsibility for the B.Design n N NAME al aN supports shown.Shim ar wedge ll November 30,2015 fabrication,handling.shipment and InmtaHon of components. 7.Design aewmea acequate drainage Ie provided. 6.TIM design la furnished nb)ed to the limitations set forth by B.Plates shag be loch",.Q an both faces of)run,and plead as their center TPSWICA In BCSI,copies of which Mill be furnished upon requed. linea oeindde cath)Dint center lines. 9.Digits indicate size of pate In Inches. Wee USA,Ine./CompuTruS Software 7.6.6(11)-E 10.For basiccenneao:plus design values see EH141311.ESR-1953(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x9 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC, DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0,PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 92.1 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PIP LIMITEI. 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 PIF. 0'- 0.0" -235/ 1592V -187/ 187H 5.50" 2.97 KDDF ( 625) 39'- 0.0" -235/ 1592V 0/ OH 5.50^ 2.97 (DIP ( 625) _ ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or 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 = -0.119" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0^ Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133^ MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 '( I Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. 4 4 1 T T T T 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 7 M-4x6 2 6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 .y,1' in the plane of the truss only. M-5x6(5) ` M-5x6(S) 0,25" 0.25" J. Y[. M-1.5x3M-1.5x3 3 01 e\ /41111141%1111111111141 , \ f"1 en 4 C 1 0i `M-9x9 M-3x4 10 10.25" 2 `B o M-5x8(5) M-3x9 -M-9x9 .A09 OAFS l y l l Cj� GINE. -•,9 `r�0,�y� 8-09-09 8-02-12 8-02-12 8-09-04 \ <,,`,\ 1-00 34-00 1-00 � Y7 89782PE v JOB NAME : 3413-B POLYGON NW - C2 • Scale: 0.1727 ' •' MEW WARNINGS: GENERAL NOTES, Mn otherwise noted OREGON (� Truss: C2 1.Builder and emotion contractor should be advised of all General Notes 1.This designbased e upon the parameters shown and la for an Individual "7 -OREGON N and Warnings before construction commences. building compo:m Applicability or design parameters and proper I Fye l) 2 2,4 compression web bradrp must be installed where shown.. incorporation 1 'Pp est Is the rosponstbpny of the building designer. �[j ^Pt n: A b f' 3.Additional temporary bracing to Insure stability during construction 2 Design assumes m'b and bottom chords to be laterally braced at 7 �7 is the responsibility of the erector.AtltlXbnel permanent bracing of 7 o.c.and 1 1C' respectively unless braced throughout their length by DATE: 11/30/2015 the overeg sttu tura is the responsibility of build) designer. continuo s eneamhg sto as plytetod mead where and/or drywall(BC), � 'i"U L- \ sang ty° ng3.2,Impact bridging of latent bracing required where shown SEQ.: K 15 6118 7 4.No bad should be spelled to any component until alter ell bracing and 4.Installation of truss ie the responsi of the respedNa contractor. fasteners aro compete end at no lima should any bads greater than 5.Design assumes Cusses Sr.touse be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry concmun^of use. 5.CompuTrue has no control over and assumes no responsibility for the e.I ale assumes Si bearing.tail suppom shown.Shim or wedge it EXPIRES:: 12/31/2016 tebdalfon,handing,shipment and installation of components. neasaary. e.Thladesign ismmlshedsubject tothe lneatinssetforth by B.Ded°"a""beeicatedoneothfacesorainage e truss,ded. November 30,2015 B.Plates and be located oen center races or suss,ens placed so their center 7PNMCA la BO31,copies of whfoh will be furnished upon request. lines colndtle vdh joint anter Ilnes. MITek USA,Inc./Com uTrus Bettwere 7.6.6(1 L E 9.Digits Indata eke of plate in Inches. P 10.For basic connector plata design values see ESR-1311,ESR-1998(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-779) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-9872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 197 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 491 14-15=( -8) 54 4-13=( -759) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.1 2SF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.1PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD = 42,1 'SF 7- 8=(-2278) 986 13-15=( -194) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.I11. (SPECIES) O'- 0.0" -235/ 1592V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 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 = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T f 1' 1 T T T '1 12 12 Design conforms to main windforce-resisting 6.00 17' TIM-6x6 Q 6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6 4-+( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,, J4144%. load duration factor=1.6, M-1.5x3 M-5x6(5) Truss designed for wind loads S in the plane of the truss only. M-5x6(5) 0.25" 0.25" 'f4 9 et Alik*r_i.5x3 M-3x6 3 M-3x8 o n.. •a�>_AN o cA- 1 12 13: -�T. qn �\0 � 1` M-3x4 0 19 15 16 s M-5x8 o M-5x8 M-4x8 0.25" 7M-4x4 I o M-1.5x3 M-5x6(S) ....n3.75 12 y y y y y y c p��Et) r5S 2-05-085-03 5-08-04 3-07-04 8-02-12 8-09-04 `0 l l y l l l 04 i9 /, 1-0Q-05-08 10-09-08 20-09 1-00 tpi, aw '1 .9 " y 34-00 ' 89782PE r JOB NAME : 3413-B POLYGON NW - C2-C • ,f ' Scale: 0.1602 I \ WARNINGS: GENERAL NOTES nlasothew/Asa noted: G' OREGON (� /'y l�� ( 1.Builder and erection contractor should ba advised of a8 General Notes 1.This design I ba only upon the parameter.shown and h for en Indivbuel �jt-OR EG OI Y f� �}.. Truss: C 2-C and Warning.before construction commences. building copo N Applicability of design parameters and proper tFt, .0 i te 2.2x4 compression web bradrp must be Metalled where shown•. Incarpored n I oo po M Is the responstbWlty of the W Xding designer. AIRY a ��` 3.Additional temporary bracing to Insure stability during construction 2 Design a the top end bottom chords to be lalerepy braced at 'l R Y J " by Is Me responsibility of the erector.Additional permanent bracing of oontln auouus sheathingnd at le Ao.rsucch es plywood sheathing(TCctively unless braoed )and/or drywa8(hout their BC). P/1' +tt DATE: 11/30/2015 the overall structure Is the respondbnty of the building designer. 3.2e impact bridging or wbrel bredng required where shown•. A U.4".. SEQ.: 15 6118 9 4.No lead should be applied to any component until after all bredng and 4.Installation f twee e aathhe responsibility sibueyty of d in the respective ce.environment, feetenen are complete end at no tkne.Mould any beds greater than andira assumes drecondition"Wises arere use. TRANS ID: LINK design bads be tippled to any component. 8 Designs fua bearing al all supports Move.Shim or wedge if 5.CompuTrus hes no control over and.11811111011 no responsibility forth. �a„ry EXPIRES: 12/31/2016 fabrication.handling,shipment and beteilaoen of components. 7.Design assumes adequate drainage is prodded. November 30,2015 8.Th.design N furnished subject to the fintatlone set forth by 8.Plates she.be boated an both bas of truss,and placed so their center TPSWTCA In 8151,copies of Rich vlg be furnished upon request. Xnee coincide with'Ant center lines. S.Digits indicate size of p:ele In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For beats connector plate design values sea ESR•1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: '.2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #16)BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING - 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.1 1SF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.1 /SF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.1 FSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 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) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ 0H 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting T f f f system and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1 f f f ' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 J load duration factor=l.6, Truss loads inthe dplane eoffthe wtrutruss 12 M-4x6 M-4x6 12 6.0 0 r7 4 M-3x4 s Q 6.00 M-3x9 \ ''' M-3x4 3 7 _...agigigiihihhh...r .Niiiiiiiiiiii , rn o (mo 7 4 1 ` to AA Q , '44- - 9 `\ y=„ o i M-4x4 M-1.5x3 0.25" 0.25" M-1135x3 =M-4x4 I �y M-5x8(S) M-5x8(S) o + Rs o PRQpk V J, 1 l l V C J, y 7-01-08 6-05-04 6-10-08 6-35-04 1 7-01-08 y y ��5 0NGIN E /p 1-00 34-00 1-00 1/4) -Y ®9782I' JOB NAME : 3413-B POLYGON NW - C3 • . Scale: 0.1852 W1.ARNINGS:ler GENERAestn NOTES, cony up o the se parameters r � EG � Truss: C 3 and W and s befonre contractor should be advised of a®General Notes Thisulbuidelding co Is neat.only upon the p esign parameters mewn and Is kranindividual •' Qom. and Warnings cabre construcibn commenua buM4ing component.Applicability of design parometera antl proper yyyyyy Vr 2.2x4 compression web bradng mug be Installed where shown+. incorporotlon of component Is the responsibility of the building designer. '''f' T e Gil RY 15 rQ 3.Additional temporary bracing to Insure stability during construction 2.Dation assumes the lop and bottom chords to be laterally bread at T• Is the responalbillly of the erector.Additional permanent bracing of 7 o c.and at 77 o.c respectively unless brood throughout their length by DATE: 11/30/2015 theoverall gmcmro responsibility of building designer.la the re continuous sheathing such as plywood sheathing(TC)and/or drywap(SC). `1 �j n UL i:3.2x!mud bridging or lateral bndng required where shown+e +'1 SEQ.: Ki5 611 9 0 4.No load mould be applied to any component until after ant bracing and 4.Installation of buss Ie the rospongNYty of the respective contractor. fasteners are complete end al no time should any bads greeter than 5.Design assumes hisses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end aro for"dry condition"of use. 5.Compu-Nu has no control over end assumes no responsiblmy ler me 6.Design assumes full bearing al all supports main.Shim or wedge if EXPIRES: 12/31/2016 fabrication.handling,shipment and installetion of components. neussery. 7.Design assumes adequate drainage is prodded. November 30,20.l 15 S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPWITCA In SCSI,copies of which WI be furnished upon request. Mea coincide with loinl anter Iles. MI7ek USA,Inc./Com UTn16 Software 7.6.6(11_)-Z o.Digits indicate sloe of plata In inches. p10.For basic connector plate design values see ESR-1371,ESR-1888 @ATek) 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 RIDE 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.1 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 POE 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY INC:2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM CF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 RODE ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL= -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL= 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 1' 1 ,' Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 'I ': T T 'I Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 7s M-4x6 M-3x4 M-4x6 Q 6.00 4 s i w -3x9 M-3x9 3 AltiAPAI11'7' rn . 41k* CD 0 1'- 1 PI/1M� MAi� 1 o .\ 1 !M-4x4 M-1.5x3110.25" 0.2512 M-1135x3 -M-4x4 of [:� oM-5x8(S) M-5x8(S) - �4% O PROpL+n 1 1 l l l ), G�, ..4611\1E c'' 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 ), ), \ ` d9 ,i. 1 y 1-00 34-00 1-00 8'782PE r'' • JOB NAME : 3413-B POLYGON NW - C4 /// '��P^7`�/`//^� Scale: 0.1852 r., a'/' }' -tow WARNINGS: GENERAL NOTES, crises otherwhe noted' t:..' "J 1.Bolder and erection contrador should be advised of all General Notes 1.This design N based only upon the parameters shown end is for an Individual it OREGON Ns r Truss: C4 end Wemirps before construction commences, building component.appllcaalIty of design peremeten end proper ye' /V `•i 2.2i4 compression web bredeg mud be Metalled wirers shown. incorporation of component Is the rospowlbglN of the building designer. +'9 q�Y:A k„ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dame to las laterally braced at -\ Is the ra ntlbllgy of the erector.Malonei M hredn f 2'o.c.end at id o.c.respectively°Maes bncatl throughout melt length by V apopermanent g o cominuous meaning etch as plywood aheaming(TC)andror drywse(BC). PA..0 a=. .0 DATE: 11/30/2015 the overall structure a the reaponelb48y of the bolding designer. 3.W Impact bridging or lateral bredng required where ahem.. _ SEQ.: K1'5 61191 4,No load mould be sppked to any component ural after el bredng and 4.Installation of truss is the reeponstbilty of the reapectNe comrador. fasteners are complete end at no tires ehodd any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end 9rre'for dry condition"gf.e.supports wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Design sum..full bearing 1 all ria strovm.Salm or II EXPIRES: 12/31/2016 awry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 30,201 5 8.This design is furnished added to the limitations wt forth by 8.Plates shah be located on both laws of buss,and placed so their center TPBWTCA In BCNI,copies of which wig be fumlmed upon request. line coincide with Joint center line. 9.Digits indicate We of plate in Inches. MITek USA,Ina,/CompuTrus Software 7.6.6(1L)-E to.For basic connector pate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-12=1-611) (- 159 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=( 727) 2521 12-14= 100) 628 WEBS: 2x4 KDDF STAND (- ) (- 1 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=1-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=1-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=1 -88) 628 TOTAL LOAD = 42.0.PSF 7- 8=1 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POP Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03� 5-00-05 9-02-05 3-01-0 9-07 5-01-08 T Wind: 140 mph, h=22,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f ,r _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, 10-00 10-00 Truss designed for wind loads 4' T 7 T ,f in the plane of the truss only. 12 5 6.00 177" M-4x6 \\.';. M-4x6 12 M-3x8 \ Q 6.00 6 : iiiiiiik M-1.5x3 M-1.5x3 3 + + m 407 o T \ _� mo 1 o M-4x4 M-3x8 0.25" ;.4-33 x8 =M-4x9 0l fy M-5x6(S) �cO PRQpk. c�' l J. 1, l {G s y y 9-06-12 7-05-04 7-05-04 9-06-12 l l 134\ �eyGiN��c•� /21-00 34-00 1-00 �y +9702pE � JOB NAME : 3413-B POLYGON NW - C5 • -di,. Scale: 0.1852 '11107 Mr WARNINGS: GENERAL NOTES, unless othemise noted C/• Truss: C 5 1.Builder and erection contractor should be advised of ae General Notes 1.This design Is based any upon the parameters shown and h for an Indwaual -$7 •-EGI ON '� and Waminge before wnaructlon commences. building component.Applleabimy of design parameter and proper 2.2t4 compression web bracing mus be installed where shown 4. incorporation of component Is the responsibility of the building designer. -NI' 44*Ipiy A5 � [7, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be latently braced at 7 Ie the responsibility of the erector.Additional permanent bracing of 2 ox.end et ea o.c,respectively5006 apcod.braced throughout their length by �.S .- DATE: 11/30/2015 the wenn structure le the responsibility of bend) designer. 2s tap sus sheathing such as plywood required where and/or erywagec). as r.' c y a ^g3.In Impact Paging or the bracing w6.n shown.. V SEQ.: Ki5 6119 2 4.Na Toed should be applied to any component until after ail bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are template end at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control war and assumes no responsibility ler the S nDeceen assumes full bearing at sig support shown.Shim or wedge If EXPIRES:: 12/3112016 fabrication,handling,shipment and Installation of components. ssry' '.Design names adedofagelaprwld.d tel 30,2015 hio S.Tdesign Is furnished bled to the limitations set forthby 8.Plates shall be located cetetl on boththfaces of truss,and plead so their center TPVVWCA In SCSI,copies of which will be Nrntand upon request. Anes coincide vdth joint canter Mew MIIek USA,Inc./Com Trus Software 7.6.6(10-E fl.Digits Indicate ape o!plate In Inches, 10.For basic connector plate design values see ESR-1371,ESR-)gee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 4=( -83) 628 WEBS: 2x4 KDDF STAND3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PST 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED - --__-- -----______---_=_____-- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ 0H 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL= -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f7 load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads f . 1' 1' j' '( j' 1' in the plane of the truss only. 10-00 T ' 12 M-4x6 M-3x8 6 M-4x6 12 6.00 5 '',Q6.00 M-1.5x3M-1.5x3 3 + + . •MM M ((- --Y((O c X- 1 2 , 13 0 of M-4x4 M-3x8 10.25" M-3x8 =M-4x4 CD 0' 1'y M-5x6(S) '(ZPROFe.' l y y l V � NGtJ '� �rG 9-06-12 7-05-04 7-05-04 9-06-12 � �y y � •7 1-00 34-00 1-00 <t 89782PE r JOB NAME : 3413-B POLYGON NW - C6 -. -......<<. `-""` • • Scale: 0.1852 - 4111, WARNINGS: GENERAL NOTES, dans ethers)..noted. OREGON \p /Vf/ (�I 1.Builder end erection contractor should be advised of all General Notes 1.Ibis design Is based only upon the parameters show„end Is tot an individual VOR GOI V �" Truss: C 6 and Wamoge before construction commences. building component.Applicability of design perimeters and proper / ,'y,� 2.2e4 compression web bracing must be Instated where Mow•. ecorporogon of component is me responsibility of the binding designer. 11,51 .Lj y A 4's *,...s.-. 3. et Additional temporary bracing o insure stability during construction 2.Oestgn assumes ms op end bottom drams to he laterally braced enal 1 le the responsibility of me erector.Addpbnal M bred ! 7 e c.and at ea Data respectively unless braced throughout their length by /I germane ng o continuous Meath mg such as plywood uired steers)and/or drywal(BC), PA U L. �� DATE: 11/30/2015 the overel sbudure Is me responsibility ohne building designer. 3,2x Impact bridging or Merril bradng requked when Mown•• SEQ.: KI DOi 7 03 4.No load should be applied Is erg eernpensnt unIt aftereit btedng end 4.Installation Design itionol�sssInIsthe..�wbiutsem.respective mder.nsm, fasteners are compete end at no time Mould any beds greater than TRANS ID: LINK design node be apptt d toeny component. and are for"dry condition"a use.supports lie 5.CompuTnn has no control over and assumes no responsibility for the B Design assumes „'"w "'"" .Nhieorw.° " EXPIRES:: 1.2/31/2016 smry. 1� fsbrictlon,handling,shipment and installation of components. 7.Design manes adequet*drainage a prodded. November 30,2015 8.This design aenl bshed subject to Ba limitations set forth by 8.Peew Plates she'be located on both las of truss,and paced so their center TP WyFCA In SCSI,copies of Mach van be furnished upon request. Anes nlndde velth)Dint center Mee. S.Digits indicate sire of plats in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For beak connector pets design values see ESR-1311,ESR-1988(MUM This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1018TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-19=(-1532) 7788 3-14=( -78) 940 BC: 206 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-8988) 1824 19-15=1-15081 7862 19- 4=( -670) 2889 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 972 LOADING 4- 5=1-7776) 1582 16-17=1 -950) 5698 15- 5=1 -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LI) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1479 17-18=1 -508) 3980 15- 6=1 -590) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-6386) 1170 18-12=1 -549) 3958 6-16=1 -838) 310 TOTAL LOAD = 92.0 PSF 7- 9=1-3556) 646 16- 7=( -148) 1198 8- 9=1 0) 0 7-17=1-2470) 506 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POP Ground Snow (Pg) 9-10=(-3856) 694 9-17=1 -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=1 -68) 382 ------------------ 11-12=(-4012) 688 10-18=1 -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=1 0) 50 18-11=1 -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -''- ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 39'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �A/ 9" oc in 1 row(s) throughout 2x9 top chords, /x`/x\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" @@ HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 f f T T Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-K22-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' '1 1 1' 1 '( 1' 1 1 1' ,f load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +598# T '1 in the plane of the truss only. 12 M-5x8 8 M-5x8 12 M-3x4 M-3x4 6.00 M-3x5 5 oa 6 7 14V9 M-3x5 Q 6.00 4.4 0 M-1.5x3 11,17111111141411141ssizsks4446. M-1.5x3 M t 1 e :_til '' -O O �' "'' 14 15 16 '' 07 18 ~\3 -1'c M-3x10 M-6x8 0.25" M-3x8 M-3x10 o 1 �'yp y 3191#6 M-7 (S) M-6x8 i\O I-71Ope 6-02-12 1-09 9-05-09 9-05-04 1-Oily 6-02-12 y y ` N"4 4'' `�i 3 J' l 1-00 34-00 1-00 `t" 8.782PE r JOB NAME: 3413-B POLYGON NW - C7 .. . Scale: 0.1852 ,r, -' WARNINGS: GENERAL NOTES, unless otherwise noted: 61) Truss: C 7 1.Builder and erection contractor should be advied of al General Notes I.This design Is based only upon the parameters shown and Is for an individual •'�! OREGON ""J and Mining.before consirudlon commence.. building component.Applicability of design parameters and proper ' 2.254 compression web Ruing must be Installed where shown.. incorporation of component lathe cogen 516y of the building eaelgner. 3.Additional temporary lancing to insure stability during construction 2 Design assumes the top and bottom ace ter to be teteraly Medea at 7�(+� "•� V •� is the responsibility of the erector.Additional permanent bracing of 7 sc.and at t0 oats respectively unless braced throughout their length by T r ` DATE: 11/30/2015 the overall structure is he n continuous sheathing theft as plywood sheathing(TC)end/ar drymel(BC). AA U L 'i'� eponnbety of the building designer. 3.2e impact bddging or labral bracing required where shown•. `L SEQ.: Ki5 6119 4 4.No bad should be applied to any component until alter al bracing and 4.mstanatbn of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than B.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design hada be applied to any component. and are for"My condition"of use. B.CompuTrvs Ms no control over and assumes no responsibility for the 6.Design assumes tut bearing at at supporta shown.SNm or wedge If EXPIRES: f' ES' / 1 /2016 labrkallon,handllnp,shipment dna beteltellon of components. 7.Deas assumes edequate drainage is provided. November 30,201„57 6.This design is fumlsisd subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPWN/FCA In BCSI,copies of which will be furnished upon request. linea coincide ash joint center lines. MtTek USA,Inc./Com Trus Software 7.6.7 1L 9.Digits indicate size of plate in inches. ( )-E 10.For basic connector plate design v.Was sea ESR-1371,ESR-1968(MITeb) 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/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 WEBS: 2x4 KDDF STAND 3-4=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 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=-0.008" @ 2'- 4.7" Allowed = 0.170" 3-11-11 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed= 0.226" MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed= 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed= 0.173" 1 4 T MAX HORIZ. LL DEFL= -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL= 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), factorgl, Enclosed, Exp.e, MWFRS(Di r), M-4x6 ') o load duration Truss designed for wind loads I in the plane of the truss only. o Illelm Mo it 7M-3x4 c 3 o 0 l0 � 1 2 I ME3x4 0 M-3x4 M-3x5 - 1 l y ), 2-03-12 3-11-15 1-08-05 y y y .1' PR0�r 1-00 2-05-08 8-00 5-06-08 ( `, e (PROVIDE FULL BEARING;Jts:2,4,7 I rA.�:7 ..,j( ('�GINE]�[^�e. �- rr.✓i 40010, JOB NAME: 3413-B POLYGON NW - CJ2 411, c„...Scale: 0.5501 40 WARNINGS: GENERAL NOTES, u,8.sotherwise noted 9-4,OREGON c;,,, 7.Solder and erection oontrador should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 Pt�; _+,/ Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 'J 2.2a4 compression web bracing must be installed where shown Incorporation of component le the tesponelbRty of the building designer. /[{,, ` 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the lop.M bottom se b:to be Merely braced et • /i,+( i; Is Me roeponalblllry of the eredeD Additional permanent bracing f 7 0.0.and at 18'we,respectively unless braced ihrouohot t their length by �"1�./1+. g° continuous,heatmng such as plywood sheathing(TC)andlor drywal(BC). DATE: 11/30/2015 the overall structure Is the responsibliy of the balding dedgner. 3.20 Impact bddging or lateral bracing required where shown•. No load should be applied M any component anti after.16redrp end 4.Installation of hues 1.the responsibly of the respective contractor. SEQ.: K 15 6119 5 4.fasteners are complete and at no time should any bade greater Man 5.Dergn assumes bus.es are to A.used In.non.eorro.lve environment EXPIRES: 12/31/2016 TRANS ID: LINK design bads be appbed to any component. D gCtor"dry condition.of use. • 5.CompuTnn has no control over and assumes no responsibly November 30,2015 for the 8.Design mistimes bearing.t.l supports shown.Shim or wedge If f rya fabricatdn,handling,ehlpment and Installation of components. 7.Design saunas adequate drainage I.provided. 8.111.design is furnished subject to the lim/atbns set forth by 8,Rites shall be located on both faces(Atm,and placed so their center TP WWCA In SCSI.copies of which will be furnished upon request. Ones coincide with)oil center lines 9.Digits Indicate size of plate In Indroe. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design value.see ESR-1311,ESR-1988(Wick) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT 4= 12"OC. WN, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0. 0'- 0.0" -57/ 411V -22/ 1088 5.50" 0.66 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0,19 ROOF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ow spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: 1,1=1/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed= 0.133" 5-11-11 MAX LL DEFL= 0.021" @ 2'- 4.7" Allowed = 0.270" i , MAX TL CREEP DEFL = -0.039" @ 2'- 4.7" Allowed = 0.359" 2-03-12 3-07-15 MAX LL DEFL= 0.000" @ 6'- 3.7" Allowed = 0.078" T f - MAX TL CREEP DEFL= 0.000" @ 6'- 3.7" Allowed= 0.105" 12 MAX HORIZ. LL DEFL= -0.014" @ 6'- 3.7" 6.00 MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 4 -1 Design conforms to main windforce-resisting 0 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), mo load duration factor=1.6, M-4x6 1 Truss designed for wind loads p in the plane of the truss only. 3 I �� N ol O tIli 7 d. m M-3x4 0 0 1 `oi M6-3x4 0 M-3x4 M-3x5 1 l 1 )' 2-03-12 3-11-15 1-08-05 1-00 y 2-05-08 y 8-00 5-06-08 0,0 ��QcO PROP, 'PROVIDE FULL BEARING;Jts:2,4,7 i[ �c w,�GINE - -ve 4.1: 17:9782PE �<` JOB NAME : 3413-B POLYGON NW - CJ3 '" "'� NW Scale: 0.5126 �� WARNINGS: GENERAL NOTES, udmmolh.rv4ea note d. . �j�.OREGON �" Truss: C J3 1.Builder and erection=trader should be etivised of all General Notes 1.This design is based only upon the parameters shown and la for an individual .[1 YC/J�A Cy r � {}1 and Warnings before construction commences. building component.Applicadley of design parameters and proper T 'l a"f J 2.244 compression web bracing must be Installed where shown+. mcorporatisn of component b the responsibility of the binding designer. 3.Addfflw (temporary bracing to Insure stability during construction 2.Design assume.me top and bottom chords to be laterally braced at U Is the raspansidlay of the erector.Additional permanent bredng of 7 o c.and et 1D'o c laopectwply unless braced throughout mak length by ir �A L DATE: 11/30/2015 the overall structure la the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 4.No toed should be applied in any3.20 Impact bridging cr literal bracing required where Mown++ SEQ.: K 15 611 9 6ppl a component until after al bracing and 4.Installation of buss le the responsibility dew respective contractor. fastened are complete and at no time should any bade greater than 5.Design aswmes trusses are to be used Ina noncorrosive environment y'y {{p ��'ia tr��,,ffrrj�.l)r�/{.4 TRANS ID: LINK design bads beapplsd to any component. and are for"thy co.lb.ar of use. EXPIRES: 1GIJ I7'GVI6 5.CompuTrus hes no control over and assumes no responsibility for the 8.Designnecessary. Nit beading al aft supports shown.Shim or wedge If fabrkslbn,hantlling,shipment and installation of components. T.Design:wm.e adequate drainage le provided. November 30,2015 8.This design h furnished subject to the limitations set forth by 8.Plates.hal be located on both faces of truss,and placed so their center TPIMTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center linea MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z B.Delta Indicate aloe et 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 LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 481V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -/ 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • m 0 0 c • rn I rn +r PAMIIMMIMIMIMIMIIMIIMIMIMIIMIIMI -/ II I 1 2 4► M-3x9 l b 1 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00t.' //''��p \ JP 9 04G 1 N Ek-4, x'09 'Cr :9782PE f JOB NAME : 3413-B POLYGON NW - CJ7 • Scale: 0.5126 .r WARNINGS: GENERAL NOTES, unless ousels.noted F,." •REGON A}� 1.Bidder and erection contrador should be edvleed of al General Notes 1.This design la based only upon the parameters shown and Is for en Individual M '"9 � �yd... �.. Truss: CJ7 and Wamygs before conduction ommeraes. building component.AppikablIty of design parameters and proper I 2,294 comprcedon web bracing must be Installed where Mown+. Design assuincorporatiomes of component is the nspo chortle entre building ed et . ..9-4). A f'f y A porary brachg to Insure stability during condruction 2.Designed HI the alp end respectively unless to d throughout braced atsl.. 1 -44. 3.Addhbael tem 2'o.c.and ate sing naoh Cs ply untasa braced(TC)ad:they length).by `l Is the remonalbllty al the ender.Additional permanent bracing of continuous sheathing such as plywood sheaming(TC)end/or drywaNBC). At,-AUL T DATE: 11/30/2015 the overall structure Is the respondbllty of the building designer. 3.2,4 Impact bridging or lateral bracing required where shaven++ SEQ.: K 15 6119 7 4.No load Mould be appled to any component until after el bradng and 4.Installation of truss la the neponaibilty of the respective contractor, Whiners are complete and at no time Mould any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. dedgn bads be applied to any component. TRANS ID: LINK 5.CompuTnnhaenonontroloverandsewmesnorespondmlityforthe 8.Dedgnassumes attics ng at elwppobshown.Salmorwedge If EXPIRES: 12/31/2016 necesmry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 S.This design Is furnished subject to me limitations set forth by 8.Plates and be located on both faces atone,and placed so their center TPINVTCA in SCSI,copies o1 which will be Nmlshed upon request. lines coincide with joint center lines. 9.Digits Indicate sine of plate in Indus. MITek USA,Ina./CornpuTrae Software 7.6.6(1L)-E 10.For bade connector plate deatgn values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-492) 122 6-8=(-991) 803 6-3=( 0) 83 WEBS: 2x9 KDDF STAND; 3-4=(-127) 105 3-8=(-805) 997 2x9 KDDF #16BTR A LOADING 4-5=( -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10,0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12,0" 0.0" LL = 25 POE Ground Snow (Pg) 0'- 0.0" -80/ 973V -59/ 144H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO TF.ESPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NCT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAL. 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= 0.046" @ 2'- 4.7" Allowed = 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL= -0,070" @ 2'- 4.7" Allowed= 0.472" f IT 1 MAX HORIZ. LL DEFL = -0.029" @ 7'- 8,2" M-1;5:53 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 5 12 4 6.00 p r Design conforms to main windforce-resisting system and components and cladding criteria. .dgidiiiiiiii Wind: 190 mph, h=2l.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I co 0 1 M-4x6 7 1°D M NI o , t '-m. o M-3x9 0 1 �� to M1 3x4 0 M-3x4 M-3x5 l )* y y 2-03-12 5-02-12 0-05-08 Ct y 1-00 y 2-05-08 y 8-00 5-06-08 l o �`� cS,GIN 0 89782PE, �" JOB NAME : 3413-B POLYGON NW - CJ8 -'• -- Scale: 0.4751 .ay OREGON 4 WARNINGS: GENERAL NOTES,' unless otherwise noted: 7 7P_ , ,',. �. Truss: CJ8 1.Builder and median coMrador should be advised of a8 General Notes 1.This designb based only upon the parameters shown end Is for en Individual " , Al _4i.� end Warnings before construction commences, building component.ApticabsAly of design parameters and proper 7 V'CY 2.at4 compression web brsdng moat be Installed where shown r, incorporation f penenl Is the responeibIity of the building designer. 9.Additional temporary brecmg to(nears stability during construction 2.Designassumes the lop end bottom cho,d to be laterally braced at PA u L (� is the responsibility of ms erector.Additional permanent bndng of 2 o,c,and et 10 e,c rsapedc ply unless braced throughout their length by /"' DATE: 11/30/2015 the overall structure is the responsibility of the build) designer. continuous hpedsheathingsuchas*mod re uirshee coheres ser,andlC drywaA(BC). M 4.in tmpact bnibs.or lateral pratlng t of the when shown,t a SEQ.: Ki5 611 9 8 4.No mad should be applied b any component unll after all bradig and 4.Installation of buss Is the responsibility of the revpadwe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corroewe environment, EXPIRES:: 12/31/2016. TRANS I D: LINK design loads be applied to any component. and are for"dry«ne:non^of use. 5.CompuTrua Ms no control over and eseumes no responsibility for the S.Design aseumee Ni:beeline al all supports shown.Shim or wedge If November 30,2015 fabrication,handling,shipment and InstalA0on of components. necessary. gsary. ': 7.Design WWI aced.oth feceleprovided. 6.This dealgn is furnished e,subjectel o to the ll be eons set forth by 8.plates shell a locatbd ion both!etas of buss,end placed di their order TPVW GA in SCSI,copies of which wig be furnished upon request. Ines comdde with joint center lines. 9.Digit.Indicate size cf plate in inches. MITek USA,)nc./CompuTlus Software 7.6.6(1L)-Z 10.For basic connecior plata deuton values see ESR-1311.ESR-tees(MI7ek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1.- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.B" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" f 1' 12 Design conforms to main windforce-resisting 6.00 c7. system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ `n 0 I Ht M-3x4 1 1 l 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 � � ' P R p Fss 't' :9782PE pf 44 ter' JOB NAME : 3413-B POLYGON NW - J1 Air -.41' Scale: 0.6001 / WM Ret...otherwise noted C/ / )� 1.Budder 9�OREGON. . �. 7.Builder auo erection contractor should be advised of eq General Notes 1.This GENERAL NOTES,Is based only upon et parameters noted. shown and h for en bMvitlual e'er Truss: J1 and Warnings before construction commences. bidding component.Applicability of design parameters and proper j/� 2 2.2a4 compression vest,brsdng must be installed where shown«. Incorponlo !component is the naponalblity of the buldng designer. .�j- Vq pY ,`1� V 3.Additional temporary bracing to Ineurs stability during construction 2 2 0.0.. the top and bosom dons o be througaterallyhout entad at � J Is the responsibility of the erector.Additional permanent bracing of 2'o c aro t 10' respectively unless braced throughout their length by ,‘--4 DATE: 11/30/2015 the overall structure Is the responsibility Aof building de nhnu" she thmg such as plywood shestbing(rC)and/or drywal(BC). � p Jl 1 1 i a signer. 3.2a Impact bridging_r lateral bradrp required where shown«« J'"{�,/1w SE K 15 612 O 1 4.Na load should be applied to any component until Baer al bndng and 4.Installation of trues ie the responsibility of the respectNe contractor. 4• fasteners are complete end at no time should any loads greater then 5.Design assumes tn.eees are to be used In a noncarrodve environment. clefts bade be applied to any component. and are for"dry condition.'of ue., TRANS ID: LINK S.CompuTrusNisnocontroloverandaseumssnoresponsibiliyforthe 6.De.fire...meso;be.ang��.q.upport shown.ShlmarweageB EXPIRES: 12/31/2016 neceesary. q� t fabrication,handling,ehlpmed and linrleton of components. 7.Design assumes a/equ.).drainage Is provided. November 30,2015 S.Thh design is furnished subject o the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed ss thele center TPUWlCA M SCSI,copies of which Mit be mmiehed upon request. Anes coindde mi/S Trim center fines. B.Digits Indicate she at piste In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basto connector plate design values see ESR-1311,ESR-1985(UITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 20.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = _2.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 BIDE ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO TiE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 fMAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 .I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 N m 0 wRRo p 1 W=A, -, M-3x4 J• y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 Qac. :9782PE 9�'` JOB NAME : 3413-B POLYGON NW - J2 • Scale. 0.5751 'lir f WARNINGS: GENERAL NOTES, eels otherwise noted /'+ AIIII Truss: J2 1.Sulker end erection contractor should be advised of an General Notes 1.Teals design a ba *eh,upon the parameters shown and Is for an Individual 1 . +•EGON N. and Vvamings before contraction commences. building po Applicability of design parameters and proper I� V 2.254 compression web bradng must be inhaled where shown.. incorporation I ^rponent is the responsibility of the building designer. 4. �, 3 Additional temporary bracing a Insure stabllty during construction 2 Design s ,h too and bosom chord°to he laterally braced at AP ll `,�. le me re°ponsld8ty of the erector.Additional permanent bredng of 2'o c.ami at 1C q ,n8,ea sty nsd a braced Ihroughod melt length by I .lTyr DATE: 11/30/2015 the ousted structure I.the responsibility of the buldin de continua sheathing eh as plywood shaathing where.he tlyor tlryweR(BC). U L �`V g signer. 3.2a Impact bddgi g'eroral bredng required shovm•. `, SEQ.: 1<15 612 0 2 4.No road should be applied to any component unte after all"Ong and 4.Installation of!rues a the responsibility of the respective contractor. fasteners are complete end at no time should any Bads greater than N.DeRgn aseumee tnasea aro to be used Inc nonoorroalve°nvfomment, TRANS ID: LINK design bads be applied to any component. and sre for'dry oarMen"ofuse. 5.CompuTrua has no control over antl assumes no responsibility ror the 8'Design M1.l bearing al all supporta shown.Shim or wedge If EXPIRES: (R / 01. f°brea8on,handling.shipment and installation of components. necoesery 7.e.Tru.design Is furnished subject to the limitations set forth by 8.PI°esnshel be loweassumes dan°both efts drainage o�ti.'.°nd placed no their center November 30,2015 TPIMRCA In SCSI,copes of beach MI be Swished upon request. lines coincide with!Dint denier Ilnes. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 9.Digits Indicate sire of plate In inches. 10.For basic connector pito design velum see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-93) 73 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" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on 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" I MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL= 0.086" @ 3'- 2.2" Allowed = 0.395" MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" 5-11-11 1 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 -,, Design conforms to main windforce-resisting system and components and cladding criteria. r (A'' 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. a 0 n M o W o I 1 21, 0 M-3x4 l l l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 9,0) P D Q1 �NGIN��c"R fQ 17 (t. 8 782PE r JOB NAME: 3413-B POLYGON NW - J3 Scale: 0.5501 r, A- GENERAL NOTES, unless othemtee noted. Cf Nip Milderandand erection contractor should be advised ofd General Notes 1.This design is based only upon me parameters shown and le for an Individual i1 1j4,OREGON " �- Truss: J3 end Warnings before construction commences. balding component Applicability of design parameters end proper `?�y ti 2.2 4 conwraalon web bracing must be healed where shown+. mmfpoetbn of componerg Is me eeponeibliry of the building mstgner. T' c4 Y:Ab /, 3.Addpbnal temporary bracing to insure wbEty during mnsirucibn 2.Design assumes Ihs Ica end bottom chorda to be NGrely bread at -k'GY Is the responsibility of the seeder.Additional permanent bradng o1 2 o Inc.ed s 1 O o.c.nosh as sly unless braced throughout and/melt length).bV continuous MeathM.g such as plywootl sMathlnp(TC)and/or tlrywal(BC). � !"�, U� {�� DATE: 11/30/2015 the overall structure lame eepansbllty of the balding designer. 3.2s Impact bridging or Meal bracing required where Mown++ S E K 15 612 0 3 4.No load should be applied to any component urge after al bracing end 4.Design latro.umx ss is the a aponsiM ity oto be used the��lve cove ntractor.Q• fastanee are complete and at es lima should any peas easter then end e kr"dry condition.of use. TRANS I D• LINK design bads be applied to any component. 8.Design assumes Ml SeaMg at al supports shown.Shim or wedge If EXPIRES: 12/3112016 • 5.Comm'''.Me no control over end assumes no responsibility kr me mmsary. - fabrication,henabng,shipment and installation ofcomponents. 7.Design assumes anequatedrainage isprovided. November 30,2015 8.This design Is furnished eub)ed to me limitations set forth by 8.Plates ahal be lomYa on both fame of truss,and placed so their center TPINOICA In SCSI.copies of which will be furnished upon request. 5.lines Digits Indicate lndde�lint ot pieta center inches. MITek USA,Inc.JCompiJTfaS Software 7.6.6(1L)-E to.For base connect.plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) BC: 2x9 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-127) 92 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.'0 PSF 0'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO T-IE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NDTBEING 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-CONCUPRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAIC HORIZ. LL DEFL = -0.001" @ 7'- 10.9" ,r MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 3 -/ Design conforms to main windforce-resisting 6.00 1 '0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 nl o 11 I 1 2 E� 4�� 0 M-3x4 1, 1, 1-00 (PROVIDE FULL BEARING;Jts:2,9,3 I 8-00 - , �O P n Q/ ��,1 /S.GINE fp Cr 4. 4c" :9782PE ter" JOB NAME : 3413-B POLYGON NW - J4 40 -410 Scale: 0.5126 ,W' WARNIN4, 1.Buld(i8: O.ThisdeNOTEB yupon he am7' OREGON Truss• J4 Balder and erection contractor should be advised of al General Notes This design e n ! ty upon y c es:gnp parameters Moven and b for an Individual paw and Warnings before construction commence.. building goner Applicability of design parameter.and proper 1 2 2o4 compression web bracing must be Installed where Moven*. incorporation f component Is me responsibility of the building designer. T, "Cj/4 'a( 3.Additional temporary bracing to Insure stability during construction 2.2e s. th tap and bottom..,ds o be laterally breed at 7�/�+ N Is the responsibility of the erector.Additional permanent bracing or T o 4.and at c.respectively unless braced throughout their length by DATE: 11/30/2015 the overel structure Is the responsibility f the baldingdesigner. comma M sheathing such b adng requirede where s ownar tlrywaA(BC). hf� t3 Ho3. Impact bridgingar the br.dng where Mown. - UL `` SEQ. : K 15 612 0 4 4.No road should be applied b any component anti after all bracing and 4.Installation of trues!.threasonability of the respective contractor. fastener.are compete and at no time Mould any pads greater than 5.Design assumes busses are to be used in a nonconoeive environment. T RAN S I D: LINK design bads be applied to any component. and are for•ly condign'of use. 5.CompuTrue has no control over and assumes no responsibility lar the 8.Design assume.MI searing at el supporta shown.Shim or wedge If EXPIRES:S. / / 01 fabrication.handling.shipment and installation of components. 7.mcemry. drainage Is 8.This design is furnished subject b the(imitations set forth by 8.Elates nehal be lcaassumes teduoneboth faces of truss.provided.and pleced so their center November 30,2015 TPiIWTCA in BOB),copies of whkh will be famished upon request. gree coincide with joint center linea MITek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Dlplt•indicate.he of plate in Inches. 10.for basic connector plate design values see ESR-131 i.ESR-1988(MOW) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-150) 126 3-4=( -99) 37 TC LATERAL SUPPORT <= 12^OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+1)L( 7.0) ON TOP CHORD = 32.3 -?SF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 ?SF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 492V -37/ 170)1 5.50" 0.71 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -202/ 9910 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50^ 0.04 ROOF ( 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 sf) uplift at 29 "oc in 4P spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" -1 MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 )t) Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 m 0 v 0 2 5, -/ o M-3x4 y 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,9 11-11-11 C.'e..O P R 0/ 59 IN 61 9782PE r JOB NAME : 3413-B POLYGON NW - J5 • r"'; �!, . , ., Scale: 0.4500 Ir cr 47 1.WARNINGS:Bolder and aradbn contractor should be advised of all General Notes i.This dasig I based only upon ill parameters shown and Is for an individual OREGON 9.r7 V t V �� Truss: J5 and Wamhps before cansMwtkn commences. bolding po ntApplkeblly of design promoters and proper1.~9",,9.-:614 '.r 2.Dt4 compression deb bredrp mob be installed whets shown+. hcorporatbn of component lathe responsibility of the building designer. sa ' 614[�y A b 4 3.Additional temporary bracing to Insure stability during construction t.Design assumes the lop end bottom chords to he laterally braced at al_1 is me responsibility of the erector.Additional permanent bracing of contend t10 c.respectively ply oodsnless bated(7C)erlhout rhely el(B).by �.s continuous sheathinggor latera as acing re Mee where s own*arywsl(BC). /".A'+L `t DATE: 11/30/2015 the overall structure b the responsibility of the bolding designer. 3.2,impact bridging or lateral bracing required where Moan+* Li 4.No bad should be applied to all component until after Cl bracing end 4.Installation of loss la the repansiblty of the respective contractor. SEQ.: K 15 612 0 5 fasteners are complete and at no time should any bads greeter than 5.Design assumes tosses are to be used in a noncorrosive environment, design bass be applied to any component. and are for"dry condition.'of use. p TRANS ID: LINK S.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes bi hearinp Lail supports shown.Shier or sedge It EXPIRES: 12/31/2016 ry, EXPIRES: Gle7 ILL 1[J fabrication.handling.shipment and installation of components. 7.Design assumes aaequate drainage is provided. November 30,201 5 5.This design is finished subject to the limitations set forth by 8.Plates shall be boated on bath fads of buss,and placed so their center TPWVICA In SCSI,copies of which will be furnished upon request Ines cohcide with joint center lines. 8.Diglb Indicate sire of plate in inches MITek USA,Inc./CompUTfUS Software 7.6.6(1L).E 10.For basic connector plate design values see ESR-1311.ESR-7888(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: 2x9 KDDF #108TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" D.C. 2-3=(-191) 128 3-9=( -90) 38 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 '-SF DL ON BOTTOM CHORD = 10.0 "SF 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/ 944V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT.BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 / Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. fi 0 I � 5►_� M-3x4 • 1-00 8-00 PROVIDE FULL HEARINGyJts:2,5,3,9J _1-11 �GI E��y(�.[1fO.. :9782PE c" JOB NAME : 3413-B POLYGON NW - J6 ,, "411 ' Scale: 0.3858 WARNINGS: GENERAL NOTES, unless mon the isepar noted.to7 OREGON Truss: J 6 +.Band W and g erection contractor snood be advised of al General Notes This design le based only upon y of parameters spar shown and Ie for,individual ` by and Warnings before construction commences. buildinincomg aompof co appint is the rdesign pay often and cooper 2.2e4 compression web bracing must be installed where shown a. mcorporotlan or component is int roeporKlbNlty of the building designer. .,y ,} 3.Additional temporary bracing In Insure stability during construction 2.Design end sl ip the tap and bottom drorba to M laterally braced et 7� 'l R Y '� _+ .� lathe responsibility of the sudor.Additional pemunent bracing of Y cr.continuous at 10 o.c.reapecthnty unless braced throughout their length by V DATE: 11/30/2015 the overall ebudure Is me responsibility of the building designer. 2r Imp ous rhgingl e,ng such as acingresheathing(TC)required wheresend/•tlrywafl(BC). �"� �� 3.2s Imped bridging or lateral bracing required where Mown.. SEQ.: K 15 612 0 6 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is IM responsibility of the respective contractor. fastemma are complete end at no time should any wads greater than 5.Design assume trusses ars to be used in a nuncorreave environment. TRANS ID: LINK design loads be applied w any component. and are for"dry condition"or use. 5.CompuTnn Ms no control over and assumes no responsibility forme B.Design assumes ail beating at el supports shown.Shim or wedge If EXPIRES: 12/31/2016 hbrkatwn,handling,shipment and InstsiMbn of components. necessary. '.P°"g"°"am°°°ted"n both drainage is provided. November 30,2015 e.This design is furnished pment me limitations o as coon n 8.Design shall be is adequate on both laps o/truss,and placed ss their center TPIM/ICA In BCSI,cokes of which MN M furnished upon request. Nnes coindde with Joint center Imes. MiTek USA.Inc./Com uTrue Soitwara 7.6.6 1 L E 9.Digits indicate eke of plate in Inches P ( 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 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 KDDF #1SBTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3-) 0) 253 BC: 2x6 KDDF #1&BTR 2- 3=(-1837) 935 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1572) 413 8- 5-(-317) 1575 4- 8=( 0) 296 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- C.l" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 1:0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- C.O. TO 19'- 0.0" V _-----------_----------------- BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.1" TO 19'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @. 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO TEE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. T +320# 43208 1212 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, ' �� Truss designed for wind loads in the plane of the truss only. ol :11111111111111111111111111 -414 I CD 1 .� T 8 6 I 1 3x9 M-3x4 0-1.5x3 M-3x9 0 .1, 1 5-0e-0e 2-0e-12 5-06-12 1, , - cD P R OFE, 1-00 14-00 1-00 .Co �NGIN4-- �q2' ` :9782PE r' JOB NAME : 3413-B POLYGON NW - P1 Scale: 0.3991 'l~ ..we IMIAW WARNINGS: GENERAL NOTE8, unites eNcodes noted: �/ (�pJc/ /y I.Balder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 17+OFl Ln G O !'� .. Truss: P 1 and Warnings Mare conMucllon commence.. building component.Applicability of design parameters and proper f• K)2 v 2.2s4 compression web bracing must be entailed where shown•. acoryoradon of component b me responsibility of the building designer. ..9 A p Y:4k5 �, 3.Additional temporary bracing to enure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at I Is the responsibility t the erector.Additional permanent bracing of 2 o c and at 10 o.c.respectivelyply unless tuned throughout their length by WY s continuous sheathing such es plywood sheelhing(TC)and/or drywal(BC). �� Aq U L. DATE: 11/30/2015 the nveral strvdure is the responsibility of iM building designer. 3.2x Impact bridging or lateral bredng requited where shown i 5 L SEQ.: K1561207 4.Na Bad should be applied to any component until afar all bracing and 4.InsNgneonofemsla the spooMwytyEtr eeronurthhecosive nvld n. fasteners are complete and at no time should any bads greater than antl gra ler"dry.ssurnes toss..are MUM. TRANS ID: LINK design bent Mapp tad to any component. 8.Dmign enderassumes MI bearing at all supports shown.Shim or wedge If 12/31/2016 5.CempuTrus has no control over and assumes no responsibility ler the a,e.r EXPIRES: abrkatsn.hendlIng,ehlpment and lnstelescn of components. 7.Design assumes adequate drainage Is sodded. November 30,2015 8,This design Is furnished subject to the limitations set forth by 8.Pates shag be bated Sc both faces of trues,and placed so thee center TPBWICA In BCSI,sples of which Mil be famished upon request. Ines colndde with)old aider Ilnee. 8.Digits Indicate she of plate In Mhos. MITek USA,Ino./CaerpUTruO Software 7.6.7(1L(-E IS.For basis connector plate design wakes see ESR-1317.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=1-28) 531 6-3=10) 329 BC: 2x4 KDDF #165TR SPACED 29.0" O.C. WEBS: 2x9 RODE STAND 2-3=(-705) 133 6-4=(-28) 531 3-4=(-705) 133 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63H 5.50" 1.12 KDDF ( 625) 14'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SO PSF 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/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 Design conforms to main windforce-resisting 12 12 6.00 IIM-4x4 system and components and cladding criteria. Q 6.00 4,0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M O M O 1 I I 6'M 11 ll'Ll5 M-3x9 M-1.5x3 M-3x4 0 l l l 7-00 7-00 b 1-00 y 14-00 J 1-00 yO P R QFFc n di tyGr1NE� if `C :9782PE mac' JOB NAME : 3413-B POLYGON NW - P2 • ..in rw ' Scale: 0.3991 Ir. �(7'' WARNINGS: GENERAL NOTES, unless otheie noted: /"^ /EGON Truss: P 2 1.Raider and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and a ler en Individual 9 +'EG O'y hE end Womings before consiruction commences, building component Applicability of design parameters and proper 1. `.J 2.2,4 compression web bracing must be installed where Mown+. Incorporation of component Is gra responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterelly braced et -� 4,Z, 9:2 Y .� `�' Q" Is the reeponsiblllly of the @redox.Additional permanent bracing of T o e and et 10'eo o e.rsash..sty unless braced throughout Meir length by .4 DATE: 11/30/2015 the overeR structure Ie me responsibility continuous sheathing such ae plywood sheathing(TC)and/or drywall(BC). ��V spa ty of the el ldlne designer. 3.2i Impact bridging or lateral bracing required where Mown et+ `y SEQ.: Ki5 612 0 8 4.No load Mould be applied to any component until after all brecing end 4.Installation of truss le the responsibility of the re"g"alia contractor. fasteners are cemplete and at no time should any pads greater than 5.Design assumes mases ere to be used in a non-corrosive environment, TRANS ID: LINK design leads be applied to any component. and are for"dry condition"of use. f� �j{ �/�4c 5.CompuTNs hes no control over ane assumes no responsibility far the S.Design aswmea NII bearing at all supports shaven.Shim or wedge if EXPIRES: 12/3 1 L V I iJ fabrication.handling.shipment and installation of components. lie sign as sumes 6.This design Is furnished subject to the limitations eel forth by 8.Design shall be located one beth faces abunage is se, placed so their center d. November 30,2015 TPIhVICA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. MRek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate she of plate in inches. 10.For bade connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 113 3-4=( 0) 50 WEBS:.2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0.PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.49 KDDF ( 625) OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .. Fox hanger specs. - See approved plans 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" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 f f MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 12 Q 6.00 f 1 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. o IIIIIIIIIIIIIriir1iitii11111tt1t_ Wind: (All Heights), Enclosed,2Cat 2,6Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rn I r ron M P 5 a 3 M-1.5x3 M-3x4 1, y ,. 0-05-12 6-00-04 l y - 6-06 1-00 - 0 PROF+. 6, 89782PE r'' JOB NAME : 3413-B POLYGON NW - P3Scale: 0.5233 • ,1 GENERAL NOTES, unless olMPMee noted: G/ �J. WARNINGS: -77;,OREGON 1.Buller and erection contractor should be advised of ail General Notes 1.This design Is Weed only the parameters shown and Is for an individual (`) Truss: P3 and Warnings before construction commences. building NimponeM.Appllcebtay of design parameters and proper 2.2a4 conpresslon web bradeg must be Irohged where shown e. Incorporation of component is the responsibility of the budding assigner. -'Sr Gq PY: AGJ 3.Additional temporary bracing W haute elebilly daring construction 2.Design assume.the top and bottom drams to be hlugheordy braced al -4 Is the responsibility tempAty et the erector, re stetalpermanent brecmg el 2 c.c.end sl ea c.c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). �� -- '+L {*" DATE: 11/30/2015 the overall structure lathe reaponieblity of lin building designer. 3.2e Impact bridging or Went bredng required where shown e e v S-, K 15 612 0 9 4.Ne load.Meld be applied to any component until atter el bracing and 4.Installation of s is the re.poneibiiy of the respective contractor.Q• fasteners ere complete and at no time should any loads greater than 5.Design seeumea trusses are to be used in a noncorrosive environment, end are for"dry condition.of use. design loads be applies Ie any component, TRANS ID: LINK 6.CompuTrushas nocontrol over end assumes no responsibility for the 8.Desico.ussumesn ibex n9 alaAauPPonaaMvm.Shlmorsedgeif EXPIRES: 12/31/2016 ry• fabs deetg,handling,adpmee and installation of components. 7.Design assumes adequate drainage le prodded. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plate.Mag be located on both feces of Inns,and placed so their center TPIMTCA in SCSI,copies of which well be Nmhlted upon request. Anes coincide WAh Joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1L)-E II.For basic connector plate design values see ESR-1311,ESR-1ga8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 297V -6/ 436 5.50" 0.97 KDDF ( 625) 11- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 1 I MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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) axe exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 • c ca I M ~ O C _J O O 1 2 �', -/ M-3x4 ) ), l 1-00 (PROVIDE FULL BEARING:Jts:2,3,4 I 6-00 :9782PE � JOB NAME : 3413-B POLYGON NW - PJ1 • Scale: 0.6771 lir WARNINGS: GENERAL NOTES, odes.otherwise noted: 1 der and emotion contractor Truss: PJ1 and Warnings before construction commencesbe �d of al General Notes b gdidesign g compo component.Ad pppllluWllty 0 sign parameters aupon the parameters shown nnd proper Individual y OREGON h/* 2.DM compression web bradrp mud be Installed where Mown* Incorporation of composed Is the responsibility of the building designer, J.ay �+ ,•i 3.Addtllonal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at 7.4+L �4 R y A J11" Q. • Is the responsibility al the erector,Additional permanent bracing of T o c and et 10 0.0.respectively unless braced throughout their length by •F/`{,aa', DATE: 11/30/2015 the overal structure le the responsiblly of the building designer, continuousnlopedsheathing or such as adeg requiredplywooe shea where s senandl•r dryvnl(BC) ` �,n, + \. n0 1 2a trailed bridging or lateral bndng where Mown A u SEQ.: K15 61210 4.No load shouts be applied to any component orifi ager all bredng and 4.Metalatlon of truss is the responsibility of the respective contractor. fasteners aro complete and at no time should any loads greeter than 5.Design assumes truisms am to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component and are fur^dry condition.of we. 5.CompuTrus hes no control over and assumes no responsibility forms fi.Design assumes MI bearing at.1 supports Nrown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Inststletbn of components. 7.Design ssumes adequate drainage is provided. November 30,20 1 5 8.This design N furnished subject to the lineations set forth by 11.Plates shell be located on both laws of truss,and placed so their ceder TPIMTCA In SCSI,copies of which WI be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In holies. MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E to.For basic connector plate design values des ESR-1311.ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #15RTR SPACED 24.0" O.C. 2-3=1-65) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)cDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" f 1' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORI Z. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11)1'1load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 c4 m I o - I . 0 M-3x4 l y l 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 IKCl PRQpcss 89782PE JOB NAME : 3413-B POLYGON NW - PJ2 • ti,�, • Scale: 0.6146 ," -.�.. WARNINGS: GENERAL NOTES, unless atnervdse noted V..�(� �jy�(� / /'y l�� _J t.Builder end eredlon oontrador Mould be advised of a8 General Notes 1.This design is based only upon the parameters shown and is ler an individual Jj�-OREGON GOI Y r�. Truss: PJ2 and Warnings beforeeonMuction commences. bullding component.Applloabillty of design parameters and proper �/ 2.2a4 compression web brodrp must be Instated where shown 0. Incorporation of component Is the royanelbglty of the budding designer. 1, Ciq�Y.:,�6 1: 3.Additional temporary bracing to Insure stability during construction 2.Design and al t O the top and bottom drama to W laterally braced at ,4 >,, b the responleblley of the credo,.Additional permanent bracing of ominuoou asheathD9 respectively such as plywood sheathing(unless braced TC)end/or drywa(,hout their BE). t DATE: 11/30/2015 the overal structure la the responsibility of the building designer. 3.25 Impad bddging or lateral bradtp required where Mown a a T�by FA‘ SEQ.: K1561211 4.No load should beapanedtoany component until after at bracing and 4. geonoftruss inest llethhere esstoo alellydInanerespective sponeea=tractor. fasteners ere complete and at no time should any loads greater than5.Design and enre or"dry condition"of use. TRANS I D: LINK design bads be applied to any component. 8.Dedgn assumes kA bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over end(resumes no reeponsibliny or the necessary. NEXPIRES: 12/31/2016. febrkbn,handling,shipment and installation of components. 7.Design assumee adequate drainage is provided. November 30,2015 B.This designMWiled Is nised bled to the gmss natiuset forth by 8.Plates Mag be Dotted on both faces of truss,and placed so their center TPIMTCA In BCSI,copies of whish win be furnished upon request. lines coincide w/h joint center lines. 9.Digits Indleate slag of plate In inches. MITek USA,lnc./CompuTrus Software 7.6.7(1L)-E II.For basic connector plate design values ace ESR-131 t,ESR-19813(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1-2=( 0) 50 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON, 2-3=(-97) 97 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)♦SL) 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" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -46/ 402V -20/ 99H 5.50" 0,69 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" ,r 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 E 3 -i Design conforms to main windforce-resisting system and components and cladding criteria. , Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2r Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ro r1 xrxr I 1 2 O 4 III M-3x4 J• 1-00 l 6-00 l 'PROVIDE FULL BEARING;Jts:2,4,3 �� D I'R��4ss Cam ENGIN €' rp ` :9782P If JOB NAME : 3413-B POLYGON NW - PJ3 Scale. 0.5762 �..,,, WARNINGS' GENERAL NOTES, unaw otherwise noted /'/� AIR Truss: P J3 1.Builder and erection contractor should be advised old General Notes t.This design a based only upon the parameters shown and Is for an Individual 1' s E GO N ', and Warnings before construction commences. building component.AppllabfCy of design parameters and 2.2r4 compression web bradrp must be astalad where shown,. incorporation of component Is the responsibility Proper ,/� O 3.Atltlabnel tem 2.Deal tye We rally bra designer. 7:9:5), rjT�� f�� Y � . temporary bracing to Nuke stability during construction en eau the cop ane bottom chords to be atereNy bread at V DATE: 11/30/2015 lathe reeponsibnlry Oren.ereao,.Addgfonel permanent bracing or T o.c.and t e c.espectively wises bread throughout their length by the overall structure Is the responsibility of the building designer. continuos sheathing such as plywood eheethI g(TC)end/or dryweA(BC). /� SE K1561212 4.No load should best lied toeg4.DblmptionofI gin aterelprecingtyofthewhpresheco,a ��'{.U.L. Q• fasteners are ample and at no thne should any loads greater than and 5.Design 4.Installation m a the responsibilitytbeuse of the respective a environ TRANS ID: LINK de, loadsbea ad to anyaoewmyeaswaaofuse. am.nonKoroaveenvkonmem, en psiampanem. and ars for'Wry antinion^or use. 5.CompuInca has no control over and awumes no responsibility for the S Decease assumes hu bearing at ail supports shown.Shim or Wedge If fabrication,handing,shipment and brealatan of components. ry' EXPIRES:: 12/31/2016 8.This deafen a furnished subject a me limitations set forth by 7.Design assumesoa agcate drainage Is provided. TPIA/ICA Cr SCSI,copies of which nil be furnished upon 8.Ralesandbe IINIMcanter lines.teas ofWw,end plead so their abler November 30,2015 P request. Wes coincide MINIM lines. MiTek USA,Inc./CompuTrua Software 7.6.7(1L}E 9.Digits indicate she et plate In Inches. 10.For boric connector pl0W design values we ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 50 2-4=(0) 0 2 DC: 2x4 KDDF #16BTR LOAD DUSPAIED INCREASE = 1.15 2-3=(-50) 15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' 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 POE' 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (P9) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003 L @ S: L L/24 Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" I 1' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o M O I I1 1 2111 4 1110- 11. M-3x4 l l y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I /'� �ti��a PR ppF�, ` :9782PE 1' JOB NAME : 3413-B POLYGON NW - SJ1 AO. i Scale: 0.6957 "'r [ - WARNINGS: GENERAL NOTES, unless othengs.noted: co. OREGON �. 1.Solder and erection contractor lere ld be advised of al General Notes 1.This deilding�maba a only uponit 14rayepewmew and and Is for propern lMlvlduel 7 \.7 T C 11S S: SJ1 and Warnings before construction commences. Incorporation of component Is the reponamlby of the building designer. 11 �/q V" '� 2.2e4 compression web bracing must be installed where shown•, 2.Design assumes the lop nM bottom chords to be Worldly bread at9. I ......yyy`� 3 Additional temporary tracing to insure standby during conatruc0on T c.c.end al 1 P op.respectively unless bread throughout their langur by Ar A� \ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheeming(TC)and/or drywall(BC) (�" DATE: 11/30/2015 the overall structure Is the responsibility of the bolding designer. 3.2a Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bribing and 4.Instegetlen of truss la the reasonability of the ropent dNa orad0r, SEQ.: K 15 61214 fasteners aro complete and at no time should any bads greater man s.Design assumeswase are b be wed In s non-corrosive we environment, design loads be applied to any component. end ars assumor'dryes andb eri of use. EXPIRES: S� p fY3(/��.l((y! TRANS ID: LINKB.Deignaswmes hll bearing at Cl eopporisshown.3Mm or Wedge if EXPIRES: 12/31/20 6 G Computrus nes no control over area scenes no responsibility for me nee fabrication,handling,shipment and inatellatlon of components. 7.Design assume.adequate drainage Is provided. November 30,2015 S.This design is furnished subject to the limitations set forth by 8.Plates coincide shall located on centerboth ifaces ces of InMa,and placed so their center TP WyyCA In SC31,copies of which wAA be furnished upon request. s. Ines DpHe indicate sge of pate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)E 10.For bade conado.'piste design vakres see ESR-1311.ESR-1088(MITA) 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 4l&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF t16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 2911 5.50" 0.16 ROOF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO TEE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NGT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 ,r /BOTTOM CHORD CHECKED FOR lOPSF LIVE L02.1„.. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 'AND BOTTOM CHORD LIVE LOADS ACT NON-COCCU0RENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 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. 2 -,i '' c 0 rt o I r -/ NH _ 0 1 3�1� M-3x4 ) y 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 I ��EO P R OFFSs Z :9782PE vv- JOB NAME : 3413-B POLYGON NW - SJ1X • Scale: 0.7901 i..�'�.�YI WARNINGS: GENERAL NOTES Mess otherwise noted ("„ Truss: SJ1X M 1.Builder and eredlon contractor should be advised of ail General Notes 7.This designbawd only upon the parameters shown and la for an individual -7 OREGON 4N. and Warnings before conetn on commences. bulMing co po Applicability of design parameters and proper 2.2r4 compression web bradng moat be Installed where shown t. Nr mcorro ibn f component is Bre rosponslbAlty or the building designer. 3,Additional temporary bracing to Insure stability during construction 2 Den, thy too and bottom dwMe to be throughout braces.al "'�� qqy 1 Fj �l;Q'. le the responsibility of the erector.Additional permanent bracing of T o.c.and at 1 O epaGNaN unless bread throupnaut their length by DATE: 11/30/2015 the overel ebudure is the responsibility ZI Imps.is sde M r wch as plywood ire where shown,dryweA(BC). �A U s++ � of the boldine designer. 3,2s.Impact bridging letaei bredng required where snows+a• SEQ.: Ki5 612 15 4.No load should be applied to any component untl arta,all bradrp and 4.Installation of toms'a Ile reepsalMAty or the respsdNe contractor fasteners are complete and at no time should any bads greeter than 5.Deelgn assumes basses aro to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry ardma'of use. Deagn assume,. 5.CompuTnnlemmas hes no control over and asmes no responsibility for the 8 nneaeh:!boating at ell supports shown.Shim or wedge if s i-�Es.: 2r /2016 sary. fabrication,fondling shipment end installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the iln'Aetlene set forth by 8.plates snap be low ed on both faces or truss,and placed so their anter November 30,2015 TPWVTCA In SCSI,codes of which will be rumlahed upon request. Inge coincide w th'olnf center lines. MRek USA,Inc./CompuTrua Software 7.6.6(1LEE 9,Digits indicate see,f pate in Inches. 70.For basic conned,pb,e design values see ESR-1317,ESR-7888(MITek) t 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-4=10) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-69) 30 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" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 6.00 BOTTOM CHORD CHECKED FOR 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 = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL= -0.002" @ 1'- 0.1" Allowed = 0.067" 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. N rv1 /- o O V o o 2 41� M-3x4 y ). y l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 ~�� j�G PRO Ee�Q AJ/o :3782PE r JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.7840 . WARNINGS: Oibis e sb, unleuotherwise enoted S 1A.OREGON2Q'.- 1.Builder and erection contractor should be advlaed or al General Notes 1.Thio design is based only upon the parameters show and is for an individual ,II-� OREGON�V \J '.- Truss: SJ2 and Warnings before con°tnwaon commences. building component.Applk sbllity of design parameters end proper [),•• 2.2a4 compression web bradng must be kneaded where shown 0. incorporation of component Is the rosponsiblily of the building designer. '°� =4 h Y A 6 <'G, 3,Additional temporary bracing to Insure stabllty dudng construchon 2.Design assumes the top and bosom dross to los ro gh braced el °� 1 la the responsibility of the arodo,.AddBonal permanent bradrp of T titin and at la o.c.respectively unless braced throughout their bngth by V Perman° continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -- I 'L ``� DATE: 11/30/2015 the overall structure lathe reepondbtlty or the building designer. 3,2v Impart bridging or blend bradng required where shown s* v 4.No load should be applied to any component and ager all bracing end 4.Middleton of truss is the responsibility of the respeGIve contractor. SEQ.: K 15 61216 fasteners are complete and at no time should any loads greeter then 5.Design assumes buse.e are to be used I a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of sae. TRANS I D: LINK 5.CompuTnn has no control over and assumes no responslblby for the 6.Design scones M181 bearing H s supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabdcafon.handling,shipment and installation of component.. 7.Design wwwassumes adequate drainage Is prodded. November 30,2015 8.This design Is lumiehed subject to the limitations est forth by e.Plates shall be located on both faces of buss,and placed no their center TPWyTCA In BCSI,copies of WW1 will be furnlahed upon request. 9.Ines of tela dde with joint iopiste center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector Nets design valines see ESR-1311.ESR-7988(Milk) 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: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF #1g BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.1 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= IC:.0 PSF 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42,C PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 12 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012,0T BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" 0 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N M A- O C O 1f X 0 1 7 >.< -e M-3x4 ' l y 2-00 1-11-11 y �� Q�r�- ^P 'PROVIDE FULL BEARING;Sts:1,3,2 r``c GIN E- `*/0 ` . :9782PE V- JOB NAME : 3413-B POLYGON NW - SJ2X ��,//� . Scale: 0.8965 WARNINGS: GENERAL NOTES, a len otherwise noted Go OREGON (0 Truss• SJ2X 1.Balder and erection contractorshouldorshould be advised of all General Notes This designI.based io y open parameters shown pameleovm and la for an individual V GWN and Warnings before construction commences. budding component.AppllcabSty of design parameters and proper 2.204 compression web brodng mud be installed where shown+. Design incorporation r component n b the responsibility of the budding dadgner. .9,4_464/iy -16 � [ 3.Additional temporary bracing to Insure debility during coneauctlan 2.Design the IOP and bottom chords to be renfle Aimed al la the respondMNy of the erecter.Additional permanent bracing of 7 o.c.and at 70 such ..Ply sad.braced throughout Mak length by DATE: 11/30/2015 the overall structure Is the responsibility onhe budding designer. cantina ri coir won l b plywood required where a and/or aryw.A(ec). j04 + C` 4.No bad should be applied to cry component untA after all bred 3. impact bridging k;enl bracing wnera Mawr a• U SEQ.: K1561217ng and 4.Instadason of Imes bIna roapo y of Me reapectNe comndor. fadenen aro complete and at no time should any bads greater man 5.Design assumed tEssed an be to beused In a non-corrosive environment. TRANS ID: LINK design bads be applied to any component. and are for"dry oondekn•olon. EXPIRES: 12/31/2016 s.COmpuTrus nes 05 control over and assumes no responsibility for the fi.Design aacorn all bearing at all supports drown.Shim or wedge It /�P C R CJ: fabrication,handling.shipment end installation of components. se7. lige assumes 6.This design is furnished subject to the llmeatbns set forth by s.plates shall be lscaled aneboth fame o&drainage is provided. 6. placed so their center November 30,2015 TPI/WTCA In SCSI,copies of Mich will be furnished upon request. lines coincide with(Dint center Anes. MTek USA,Inc./CompuTrus Software 7.6.6(1L}E B.Digits indicate sbe'n/p.atee In inches, 10.For baste connector pate design values see ESR-1371.ESR-lees(MITek) ( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #13BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir)load duration factorl.6, Truss designed for wind loads in the plane of the truss only. rn o , ,, 02. 4 0 M-3x4 1 1 l 1 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I �AcO P R Q wC�, '0.‘6114E ? rpt :9782PE <'' JOB NAME : 3413-B POLYGON NW - SJ3 . Sale: 0.6303 WARNINGS: GENERAL NOTES, antessothemMe noted' 9, OREGON ✓'hNl T1 �. 1 Builder and aredbn contractor should be advised dal General Notes 1.This design N based only upon the parameters shown and Is for an Individual ORE 1G ON fY Truss: S J3 end Warnings before construction commences. building component,Applicability of design parameters end props, �/ i 2.2x4 comprewbn web bradng mut be installed where shorn«, incorporation of component Is the responsibility of the building designer. II/51 `�4F y A16 temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be througWordyhout Mead et _4 3.Additional tem 2 o.a and at 10 0.0.respectively unless braced throughout their length by .[,,+.s t (�`\V Is the responaMply of the credo,.Additional permanent bracing of continuous sheathing such as plywood aheething(TC)and/or drywail(BC). r- UL. ` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bradng required where shown o 4.Na Toad should be applied to any component until after al bradng and 4.metalstion of Truss Is the responsibility of the respective contredor. SEQ.: K 15 61218 fasteners ere compete end et no time should any wade greater than 5.Design assumes looses are to be used In.noncorrosive enWronment, design foes.he apples to any component. and are for"dry condition"of use. c�/�] 12/31/2016 TRANS I D: L INK 5.Compurrue hes no conirot over and assumes no responsibility for the 6.Design assumes full bearing at el support.shown.Shim or wedge if EXPIRES:RES: fabrication,handling,shipment and Installation of component.. 7.Design assume.adequate drainage is provided. November 30,2015 6.This design h furnished subject to the limitations set forth by 8.Plates shall be lodged on both faces of truss,and placed w their center TPNNFCA in 13C51,copies of whish oil be furnished upon request. lines N.DigitsoindIndicd OO(slnl f plats In inches, lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1895(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I 6-4-8 dimensionsshown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury ra= Dimensions are in ft-in-sixteenths. iriii, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 0 1/1�, 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves O elh I"0WEBS may require bracing,or alternative Tor I — O .. p bracing should be considered. 0_6 IMAiiiir = O 3. Never exceed the design loading shown and never O 11r41 stack materials on inadequately braced trusses. For 4 x 2 orientation,locate 1— C5-6 8 c� cs•s 4 designer,errecti nProide copies ofthis supervisortrussr,,sign property ownto the ering and plates 0 '/i ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate • AND WEBS ARE IDENTIFIED.BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING No•••. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 1 ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® l Min size shown is for crushing only. iliii IMII 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, miTere ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 ler 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PROFFss ,c;\`'",NGINEER i0 2 Q 87022PE 9r N y �'oj, OREGON q9 <Ui �-7 L41ER ` �O OS EX' '':06/30/ t November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399 UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co„ Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 ID:zs2ygYH MYIU_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KUBFpWgluyrhgl HMTHTkUyEzgd 10-10-01 _1 1 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-0-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e N/ T'\/ / / \ / /_ 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 II 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= I 1-1-0 I 18-6-8 1 21-4-0 2-9-8 1 1-1-0 17-5-8 Plate Offsets(X,Y)- f1:Edge,0-1-81,112:0-1-8,Edge),113:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* DOT 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=1009/0, 8-9=1449/0,9-10=1449/0,10-11=1540/0,11-12=1540/0,12-13=1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=1010/0, 18-24=0/869,6-00=0/521,6-32=-647/0,4-32=0/790,433=925/0,2-33=0/1000, 15-24=-728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. _ _ 2)All plates are 1.5x3 MT20 unless otherwise indicated. _to P R OFF 3)Refer to girder(s)for truss to truss connections. Qx . 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �\�'<C N(j)N E�9 c5'�O2 at the bearings.Building designer must provide for uplift reactions indicated. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to y 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. (P N 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �,A c��AT DREG N c),�OWE! LOAD CASE(S) Standard ',17��R �1 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 _`Q" Uniform Loads(ptf) is A. HeCk Vert:22-35=-8,1-21=80 Concentrated Loads(Ib) Vert:1=1265(F) EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE fr Design valid for use only with Wick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicabi dy of design parameters and properly incorporate tho design into the overall �B building.design.Bracing.indicated is to prevent.bucking of individual truss web and/or chord members.only.Additional temporary and permanent bracing MfTek , -is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSII-89 and BCSI Building Component 7777Suite 109 . Solely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohts,CA 95610 Job Truss (Truss Type Qty Ply POLYGON R45996178 PL15-399_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber 1.Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5623 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0.0 1 1 1-1-10 11 1-2-0 I P-7-2I 1 1-2-0 I 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 ///``10 11 12 13 14 15 16 17 18 19 . OA A11619-le-1 lAILLA -i i,IeAlilLellOdil&I rl''?.2 30 29 28 27 26 25 24 23 22 21 0 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 13-7-2 1 19-11-4 13-0-2 0-7-0 13-7-0 5-9-2 Plate Offsets(X,Y)- (14:0-1-8,Edge),124:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=3608/0,7-8=3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<- ,k,,EO PRQFe ��co 1�\AGINE�c9 /o 'Oz87022PE 9f N :v 7 SAT OREG N cy� <U/ 1, ill ER1,� Np OSA. HE , EXPIRES:06/30/2017 November 30,2015 i 1 ma- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE.ly Design valid for use only with MiTek®connectors.This design is based onupon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualty Criteria,051-89 and SCSI Balding Component Safety InformaBon 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 R45996179 PL15-399_UPPER IF03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg7?-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzga 1 1-10-8 I I}1 E1411 1-0-p 1 1 1-2-0 11 1-0-2 I 1 1-3-12 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5 z-- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 - ............edigawiraws,..mrAt iwAwdimiihwar..-imirrA•00 ..N.L o Imo IC: 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 19-5-1i 1 19-7-0 22-4-12 I 2-1-8 10-9-6 6-7-07-0 5-0-2 2-9-12 Plate Offsets(X,Y)- 112:0-1-8,Edge),113:0-1-8,Edgel,135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0 kE LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/058,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=258/0,6-7=1060/0,7-8=-1060/0, 8-9=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 3435=1637/0,33-34=-1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. P R 2)All plates are 1.5x3 MT20 unless otherwise indicated. �1��Gd ope, 3)Refer to girder(s)for truss to truss connections. oa GINE cSj 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. _� �� FR �2 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,7.....7 9 be attached to walls at their outer ends or restrained by other means. 870 2 P E f 6)CAUTION,Do not erect truss backwards. fn 7 SAT OREGON rye),:y 9Or)O OBER N1 S A. HEik \-)P EXPIRES:06/30/2017 November 30,2015 t I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MH-7473 rev.10/03/2015 BEFORE USE. 111 Design valid for vse 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 bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.:Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing --- MiTek- .- - . is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quaily Criteria,001-89 and BCSI BuildIng Component Suite 104 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - 7.530 S Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 - - ID:zs2ygYHMYIg_Z1p9y12t1yAgn—nO7WO8aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ I 13.0 1 1-5-0 I I 1-5-6 I 2-0-0 I 1 1-2-0 1 r0.^ Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 )0<>1 <:4 3 / � _- /- e N I:1• e' ° v e' 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 I I 3x4= 3x6= 3x4= I 2-11-0 I 21-3-0 2-11-0 18-4-0 I Plate Offsets(X,Y)- [8:0-1-8,Edge),117:0-1-8,Edge),123:Edge,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina 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 2400E 2.0E(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing; Except: 0-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical Max UpIift23=902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=-1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=1567/0,13-15=1276/0,13-16=0/866,10-16=427/0,10-17=159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. coGNEFi4` o 87022P- �1' r i tv '0),AP s•4,1 OR GON ()9 At// O OBER Al On A. HE EXPIRES:06/30/2017 November 30,2015 1 a 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 MTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not 1111 a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the overall is design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.-Additional temporary and permanent bracing MiTek B always required for stability and topreventcollapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually Criteria,DSB-89 and SCSI Building Componenf 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996181 PL15-399_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:27 2015 Page 1 . -ID:zs2ygYHMYlt1 Z1p9y12t1yAg??-GChubUbBRXynKygdxu3JysDkxvagMWBOVI?EPhyEzgY 1 10-0 1 °1 -1141--1'2-41-1 13-7-211 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e e �.�.�.Al'' N / \e \ / N '1. 19 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15-6-14 14-4-14 11-01-71-01-7-0 1-11-1} I 21-4-0 I I 14-4-14 0-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edget 127:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (bc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=4547/0,10-11=4727/0,11-12=4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=-885/0,21-23=1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ti��D P R OFFS attached to walls at their outer ends or restrained by other means. �<-3 04 GI N Ec9 6-/0�� 87022PE ( il W% OHEG6) J O�N 9�, EMBER \\ EXPIRES:06/30/2017 November 30,2015 / 4 M A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111.7473 rev.10/03/2015 BEFORE USE. p Design valid for-use only with Mick®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applcabi ity of designpararnetersand properly incorporate Thu design into the overall bolding design...Bracing indicated'a to prevent buckling of individual.truss web and/orchord members only..Additional temporary and permanentbracing - .Mitek - • - - . is always required for stability and to prevent collapse with possible personal injury and properly damage.'for general guidance regarding the. -777 Greenback Lane fabrication,storage,delvery,erection and bracing of trusses and truss systems.see ANSI/TM1 Qua1y Criteria,DSI-89 and SCSI loading Component 7777 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 -.. Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399_UPPER F06 Floor 2 1 I Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon , 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5629 2015 Page 1 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-Cbpf09dRz8CVaGp03J6n1 H18ciLmgIUJz2ULTayEzgW' - - 1 1-10-B 1 ^p.tl�'d1 1-0.0 I 1 1-2-0 11 1-0.2 1 11-5-8 I 1-640 I Scale=1:38.5 3x4= 4510= 354= 3x4= 354= 3x4= 3x4= 3x4= 3x6 FP= 354= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 • I...N / , / •\ / N / \ / N /e e • gg • _ _Ng/ \ / N e e p 2 e - e / 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 354= 3x5 = 14-0-14 1 2-1-8 1 12-10-14 1 0.11 1 19-7-0 I 22-7-8 I 10-9-67-0 5.6.2 3.0-8 0-7-0 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 (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Inc( YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=431/0-2-12,34=1732/0-5-8,35=776/0-2-10,23=1453/0-5-8 Max Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=-258/0,6-7=-1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=-1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=1690/0,2-35=0/1843,12-28=-7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=915/0, 2-33=0/1009,15-24=736/0,15-25=0/575,13-25=754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��D P R Qj . 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. .� �'s 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Co' �NGi-‘GINE-P- �° be attached to walls at their outer ends or restrained by other means. �C? 2 5)CAUTION,Do not erect truss backwards. ,- 870 2 P E 9 7 -0j,OREGO Ro Q<U�V 0 MBER '\1 \- 0 S A. He'i\ EXPIRES:06/30/2017 November 30,2015 r.- aWARNING-Verify design parameteraand READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE M/F7473 rev.10/03/2015 BEFORE USE . Design valid for use only with M7eke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the appricabllify of design parameters and properly incorporate this design into the overall _ building.design. Bracing indaated,is to prevent buckling of individual truss web and/or chord.members only.Additional temporary and permanent.bracing Mieleis always required for stability and to prevent-collapse withpossrble personal injury and property damage.For general guidance regarding the .- .- - - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/WP11 Quality CrIeria,D5ti-89 and RCM Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996183 PL15-399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Cc„ Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-8 wPRrehVISDpZzOAj8F6iNRgWxGlmfbQMzSYSyEzgU 0.10-0 I q-5-1 1 1-2-0 I P-7-1q 10-9-0 0-9-0 I I D-9-0 l o-9-o 11°-943 I°--° I Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 //` a`\ a __ _N IN /N / \ i,?; o e e ig. e. _ e_ • e a e e_ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 306= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1p-9-141 I 20-2-0 I 13-2-14 7-0 7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),118:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=1379/0,4-5=2483/0,5-6=2483/0,6-7=-3317/0,7-8=3317/0, 8-9=3881/0,9-10=3881/0,10-11=4177/0,11-12=4177/0,12-13=4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,239=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,637=0/590,8-37=483/0,8-35=0/383,10-35=277/0,24-26=1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,1432=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. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��v0 PR OFF+ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. c'� GINE[�r� c$'/ 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 ��"s ' N i 9 Ov� be attached to walls at their outer ends or restrained by other means. 87022PE r yN cv ,v �Aj OREG•N q�040 'Aon EMBER \1 r OS A. HE.1JQ' EXPIRES:06/30/2017 November 30,2015 i N laWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. * Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent,not a truss system.Before use,the budding designer must verily the applicability of design parameters:and properly incorporate the design into the overall .. budding design.Bracing indicated:is:to-prevent buckling of individual truss.web and/orchard members only.Additional temporary and.permanent bracing . MtTel( - • isalways required for stability and to prevent collapse with possible personal injuiyand properly damage.For general guidance regarding the I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quatiy Criteria,DS11-39 and ICSI Building Component 7777 Greenback Lane Safety Information available horn Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399 UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015. Page 1 - ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMSl6HlfOi?4vyEzgT I 1-10-8 I 0-1 11-0-p I 11-2-0 I 11-0-2 I 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 • ': a e e e ey e a e % e e e i "°/ N. /\ /, mei Nei'\, IFLI 2, 35 34 33 32 31 30 29 28 27 26 25 24 23 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-l' I 19-7-0 I 22-4-11 2-1-8 10-9.6 7-0 7-0 5-66-2 2-9-11 Plate Offsets(X,Y)- Fl2:0-1-8,Edge),113:0-1-8,Edge),135:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. ,. W_SS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 5-0-0 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 Up1ift22=581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=-258/0,6-7=1060/0,7-8=-1060/0, 8-9=1485/0,9-10=1485/0,10-11=1563/0,11-12=1563/0,12-13=1268/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 ROT 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. ��,[} P R OFFS 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to G)N,,..P .-,9 sW be attached to walls at their outer ends or restrained by other means. <JQ 4)CAUTION,Do not erect truss backwards. 2 *44 -)c--- g-7. 87022PE r (% OREGO, ryo� 0 -p0 s418ER \1 �O O- A. He'IN EXPIRES:06/30/2017 November 30,2015 4 4 .. ®WARNING'-.Verily 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before:use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MI , building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing . ' •..:. ,MiTQk' -.. is-akvoysrequired for stability_and toprevent collapse with possible personal injury and property damage.For general guidance regarding the - - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r%1 Qually Criferra,DSII-89 and ICSI Minding 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 95810 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 Jul112014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 _ ID:zs2ygYHMYIU_Z1p9y1211yAg??-YZcY3thaoggoglizsshykL?ykjzsV6H26KB69nyEzeR lo-10-0 1 p84,1 I 1-2.0 I ihZACIII 0-940 10-9-0 a9-0 I t3-9-C)I i 09-0 10-943 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 o- e i g g aa e a a e A + e e ki a OA e / \, /\ /\ /\ /\ /\ /\ /I \ /\ / \ / \° I9 -" 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1F-0-1� I 20-4-13 I 13-5-12 11-7-0 0-7-0 5-9-2 Plate Offsets(X,V)- 117:0-1-8,Edge),118:0-1-8,Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS. 2x4 OF Stud/Std(flat) .. BOT CHORD Rigid ceiling directly applied or 10-(k0 oc bracin:g. .. _ _ 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=3121/0,19-2M---3121/0,20-21=2331/0,21-22=-2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��`�� PR QFe0 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 3 NEF r$> be attached to walls at their outer ends or restrained by other means. ,,,:.7 � s u R 2 87022PE 9t"- / ycn w � ti '0j, OREGON � � 0 9O sM8ER A OSA. HE' EXPIRES:06/30/2017 November 30,2015 ., ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with Mitek®connectors.This design is based onlIyy upon parameters shown,and is for an individual buildingcomponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `�T -building design.;:Bracing.indicated 4 to prevent.buckling of individual truss web and/or.okrord members:only..Additional temporary and permanent bracing-- MTek .. .-<.. is always required for stability and to prevent collapse with possible-personal injuryand-properlydamage.For general guidance regarding the --- -_Y'• _ - -- -- - ' ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/11.11 Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. _,. Suite 109 r Citrus Heights.CA 95610 ,. _. i Symbols Numbering System A General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6'4'8I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury M= Dimensions are in ft-in-sixteenths. 11% 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 orX-bracing,is always required. See BCSI. Q-T/�6' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p bramacing shouluire d be onsidor e considered. Tor I 1.1m3imilhlkliiiilik) �� 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses.IIN ,2 4. Provide copies of this truss design to the building Pli For 4 x 2 orientation,locate c» C6-7 cs-o ~ designer,erection supervisor,property owner and plates 0-'ra from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS; 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate l0.Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. 44, by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. : . if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at l0 ff.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings prior late without 16.Do not cut or alter truss member or (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. p till=4111P reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. , Min size shown is for crushing only. MINN 18.Use of teen or treated lumber ma �— environmental,health or performance risks.Consuse lt witleh Industry Standards: ANSI/TPII: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DS8'89: Design Standard for Bracing, MI snot sufficient. BCSI: Building Component Safety Information, IN/11Tel( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/7P11 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015