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Plans (394) 11; y G� 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. ��RED P R°FFs �NG,iNE - s>0 2 `rte 87022PE c N N y fi"cj, OREGON tiP 4ti 90 I ER OS A. HEY,- EX' E ,- EX• `:06/30/ November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399 UPPER F01 FLOOR 9 1 Job Reference(optional) -Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s-Jul 112014'Wren Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 ID:zs2ygYHMYItt_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhg 1 HMTHTkUyEzgd 1010-0 I p-10-1411 1-o-o 1 11-2d1 I I 1-0-2 I I 1-0.8 I 1-6-0 Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 11 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e /.N / /-N / N'X. -fie/ \ / \ ,r . 1,.7, - �_ e - o e e e 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 114x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 1 1-1-0 1 18-6-8 I 21-4-0 1 1-1-0 17-5-8 2-9-8 Plate Offsets(X,V)- f1:Edge,0-1-81,112:0-1-8,Edge),113:0-1-8,Edgel LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress 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%uE LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=1540/0,11-12-1540/0,12-13=-1259/0, 13-14=-74210,14-15=742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=-31/455,8-29=0/255,8-30=-379/0,18-23=1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=-728/0,15-25=0/567,13-25=-725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 100 P R OFk, 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'�C GINE ss'� at the bearings.Building designer must provide for uplift reactions indicated. .\ !GN 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 be attached to walls at their outer ends or restrained by other means. 870 2PE 9f 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. CV 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). tP� N -9 '0 OREG N ti� 11. LOAD CASE(S) Standard 'A TC�`M ,,1 4Q 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 OO $ER P Uniform Loads(plt) Vert:22-35=-8,1-21= S80 A. HECk Concentrated Loads(Ib) Vert:1-1265(F) EXPIRES:06/30/2017 November 30,2015 / I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10103/201S BEFORE USE. Mu Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building-design.Bracingindicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing- - MIT®k` - 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,deliivery,erection and bracing of trusses and truss systems,see ANSI/TPlt Quality Criteria,DSB-89 and BC51 Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suras Heights.CA 95610 I Job Truss Truss Type Qty Ply POLYGON R45996178 PL15-399 UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:5823 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzgc 11-0-0 I 1 1-1-10 11 1-2-0 1 p7-211 1-2-0 1 1-2-0 11 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 - - - •46 //` o a e _ I� 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4= I 3-72II 19-11-4 14-2-2 13-0.2 13-0-2 10.7-0-11-7-0 I 5-9-2 I Plate Offsets(X,Y)- 114:0-1-8,Edge1,124:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid 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 Inc( 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) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1588/0,313=1588/0,4-55e_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. ;�titINc.° PR°Fess �.c0GEFR i� 87022PE 9r' N N 7 �-0j, OREG N (yam 4H 'P0 �wsER '� .._C)OS A- HECk1P EXPIRES:06/30/2017 November 30,2015 I 1 a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIN473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek® u connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated a to prevent bucking 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSS-89 and SCSI 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 Oty Ply POLYGON R45996179 - PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5625 2015 Page 1 r��n.�d� ID:zs2ygYHMYIti Z1 p9y12t1yAg??JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzga I 1-10-8 I r---�1100 I 11-2-0 I 11-0-2 I 1-3-1211-3-0 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*5 >8 2021 82 •32 31 30 29 28 27 2624 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 2-1-8 I 12-10-14 1B-5-11 19-7-0 I 22.4-12 2-1-8 10-9 7-0 7-0 56-2 2-9-12 Plate Offsets(X,Y)- 112:0-1-8,Edge),[13:0-1-8,Edge),[35:Edge,0-1-81 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/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=1060/0, 8-9=-1486/0,9-10=1486/0,10-11=1563/0,11-12=1563/0,12-13=1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=913/0,2-33=0/1007,15-24=737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. R�d P R O��s 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. „GI N E,,Q sO2 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 (V be attached to walls at their outer ends or restrained by other means. 870 2PE , r 6)CAUTION,Do not erect truss backwards. tP ycc` /\/ OREGON q, �� 0 SER OS A- HES:k EXPIRES:06/30/2017 November 30,2015 ew, AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERABLE PAGE M0-7473 rev.10/03/2015 BEFORE USE • Design valid for use only with MTek(9 connectors.This design is based only upon pa trurameters shown,and is for an individual buMng component,not a ss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding 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/IP11 Qualify Criteria,DSR-89 and BCSI Building Component Suite 109 Safety Informa8on available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon -- - - -. 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5626 2015 Pagel ... ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-n07WO8aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 1 picE2..1 Scale=1:37.1 3x4= 1.5x3 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 V :> : 5 7 8 9 10 11 12 13 14 e/ a/ /18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— )8:0-1-8,Edge),117:0-1-8,Edge),f23: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 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2515,34=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. ca \.NGNE. -01% u.0 ��o 2 �� 87022P� 9f i y �ATORGONti� �/ 9OFM8.ER11 �O �S A. HE��P EXPIRES:06/30/2017 November 30,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. - Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 -- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only:Additional temporary and permanent bracing MiTek - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quaily Criteria.051-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heiohts CA 95610 Job 'Truss Truss Type Qty Ply POLYGON R45996181 PL15-399 UPPER F05 Floor 8 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5627 2015 Page 1 ID:zs2ygYHMYIti_Z1p9y12tlyAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY 1 1-0.0 1 °n1 2-0I 1 1-2-0 11-2-0 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 e - ee, e e e eefi -N /' N / te / N / N_/ \ , � i 1-::4. MU ee e _ 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1f 1 21-4-0 I 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),(27:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 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 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=1712/0,4-5=-3036/0,5-6=3036/0,6-7=3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=-4727/0,12-13=4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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 3-10c1(0.131"X 3")nails. Strongbacks to be tc, t.D PR OFFS attached to walls at their outer ends or restrained by other means. � �Ca NG)N,E - w-, cc 87022PE yr y SAT OREGO cyo 4N 9O �M8ER \'` �O �S A. HO; EXPIRES:06/30/2017 November 30,2015 4 4 liea ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 6111-7473 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 coponent,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding The 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,056-89 and BCSI IuBding Component 7 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15399 UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:29 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n1 Hl8dLmglUJz2ULTayEzq W 1 1-10-8 I B-10-1411 1-0-0 1 1 1-2-0 11 1-0-2 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 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 . e I_/ e /�\eX�\s/ \e/�\e/ Ne,/ \ , Na/-� lc) e o e e e e c e e .1 C ► L lail 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 2-1-812-10-14 2-1-8 I 10-9-6 1}5-11 I 19-7-0 I 22-7-8 I b 7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- (12:0-1-8,Edge],113:0-1-8,Edge],135:Edge,0-1-8) 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 0.94 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 2400E 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 3435=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=0/1278,2425=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. civ PR OFk. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �1( ss 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �5 (GNG I NE -.,,,, �0 be attached to walls at their outer ends or restrained by other means. �C? 29 5)CAUTION,Do not erect truss backwards. 870 2 P E 7\ . OR EGO vo /e QkJ 90 s,!,/BER '1 EXPIRES:06/30/2017 November 30,2015 4 / ow WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIFrev.T<7J 10/03/2015 BEFORE USE. Design valid for use only with Welt®connectors:This design is based only upon parameters shown,and is for an individual building component,not « a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaNy Crtteria,DSI-89 and SCSI 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 8 Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-8_wPRrehVISDpZzOAj8F6iNRgWxGlmfbQMzSYSyEzgU 10-10-o 1 GI 1 1-2-0 I 117-'/C111{3-9-°10-9.0 IID-9-°I D-9-D I I°-9-°I0-9-0 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 1'7' e _ e "ll e e e e' - e• 'a e e 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1B-9-14j I 20-2-0 I 13-2-14 7-0 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 CSI. DEFL. in (loc) Udefl L/d 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 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=013617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=-277/0,24-26=1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. P R 2)All plates are 1.5x3 MT20 unless otherwise indicated. �f 5.O ape 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �� GINE si5'/ 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 "Z .N l .9 ( be attached to walls at their outer ends or restrained by other means. 87022PE r Zi 7 SAT OREG•N (15)O,11/NI �s A. HE# EXPIRES:06/30/2017 November 30,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE. w Design valid for use ony with Muck®connectors.This design is based on upon parametersshown,and is for an individual bultding component,not o truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate thb 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 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSS-89 and BCSI Building Component 7777Suite 109 Safety Informaiton 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 R45996184 PL15-399_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwiswMSl6HIf0i?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 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 : \: \/o m e - %eei /\ / \Ve- ee rEL- 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 I 2-1-8 I 12-10-14 1?5 1 I 19-7-0 I 22+11 1 2-1-8 10-9-6 6-7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- (12:0-1-8,Edgel,1.13:0-1-8,Edgel,(35:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012TTPI2007 (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 puriins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=-1485/0,10-11=1563/0,11-12=1563/0,12-13=1268/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=-1637/0,33-34=1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 , WEBS 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=913/0,2-33=0/1007,15-24=737/0, 15-25=0/576,13-25=756/0,20-22=0/959,20-23=1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��(Qp 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 �� �I NE R s/� be attached to walls at their outer ends or restrained by other means. �\ N F 4)CAUTION,Do not erect truss backwards. Qi `r 87022PE r y SAT OREGO q,0- ,4v/ 9O ‘ii,/ \\ \O OS A. HECk EXPIRES:06/30/2017 November 30,2015 1 I 111a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated B 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/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399_UPPER F09 Floor 1 1 Job Reference(optional) - Pacific Lumber 8 Truss Co., Beaverton,Oregon �! 7.530 s Jul 11 2014 Mitek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 I D:zs2ygYH MYIti_Z1 p9y 1211 yAg??-YZcY3thaoggog l izsshykL?ykjzsV6H26KB69nyEzgR 10-10-0 1 f i t 1-2-0 1?-7-112H°-9-°l a9-o i 10-9-0 10-9-0 1 10-9.0 la941 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 • • IT' e/ ,\ w/•\ /' `•�-M.-. /A_-fill/- -\_AVIV/ \ / l''?i, a 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 l41-0-1?1 I 20-4-13 I 13-5-12 6-7-0 0-7-0 5-9-2 Plate Offsets(X,V)- [17:0-1-8,Edgel,[18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0,52 33-34 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=-2518/0,5-6=-2518/0,6-7=3371/0,7-8=-3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=4267/0,11-12=4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=-4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=-2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30.31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20.28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. P 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���Gd OF,6 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��\CO NG[NSF rskv, be attached to walls at their outer ends or restrained by other means. R 17 'r 87022PE r- // yNN SATOREGON (1,Q'OiU 9c c°�'jsER Al �` A. HE- . EXPIRES:06/30/2017 November 30,2015 4 9 r AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. n Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the binding 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/fPil Quality Crtera,DSI-89 and SCSI Guiding Component Safety Information available from Truss Plate Institute,218 NSuite 109.Lee Street,Suite 312,Alexandria,VA 22314. SuiteCitrus Heiatds.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury MilliDimensions are in ft-in-sixteenths. ipik 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. MIIMIZIEMIlliiiiimQ.�/76r 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves C3 4 may require bracing,or alternative Tor I _� p bracing should be considered. F � 3. stack eateed ton made ua elyg shown and never Ostack materials on inadequately braced trusses. For 4 x 2 orientation,locate C7-8 CHORDS cS6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 'Ai'from outside BOTTOM 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/LETrERED 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. sof ware 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. �/`' 15.Connections not shown are the responsibility of others. ///��� ©2012 MiT Indicates location where bearings (supports)occur. Icons vary but 16.approvalDo not cut or alter truss member or plate without prior reaction section indicates joint ek®Ali Rights Reserved of an engineer. ® i number where bearings occur. 17.Install and load vertically unless indicated otherwise. X Min size shown is for crushing only. 10 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 19.Review all portions of this design(frontback,words ANSI/TPI1: National Design Specification for Metal 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, Te 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. t<-ccD PR°FE, SS vkG 89200PE pc� 4 OREGON f1 }� 14, 2-° ERR1L�- November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1159 5- 2=) 0) 289 BC: 2x6 KDDF #1&13TR 2- 3=(-1154) 386 5- 6=(-265) 1199 5- 3=(-91) 57 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1567) 921 6- 9=(-261) 1156 3- 6=1 0) 283 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 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" -259/ 1210V -92/ 92H 5.50" 1.99 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 15' 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+D1,( 70.0)= 320.0 LBS @ 6'- 0.0" __--- -------------------------- TC CONC IL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. .. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 9'- 2.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 T f f f Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 3-04-10 ,/ 5-09-11 1 x,320# +g20# 1' Wind: 140 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dix), M-4x6 M-5x6 9OD load duration factor=l.6, . 9.00 Truss designed for wind loads in the plane of the truss only. It.- N <7, o 7',,, _es .WA -YI o i 1.. 5 6 9 I c, M-3x4 M-3x4 M-1.5x3 M-3x4 o l l l l 5-09-11 3-08-07 5-07-15 y 15-02 \c�'� , �,I E .S'/ 414 1 ",, :9200P <` JOB NAME : 3413-D POLYGON NW - Al Beale: 0.3884 �� . ' WARNINGS: GENERAL NOTES, unhurt otherwise noted: 7� OREGON j � I.Builder and erection contrador could be advised of ail General Notes I.This design I.bawd only upon the parameters shoal)and I.for an Individual w. 1(( Truss: Al and Warnings before construction commences. building component.Applicability of design parameters end proper ,�y [fNiV.` 2.204 comprowbn web bradng must be Installed where sown.. Incorporation of component Is the responsibility of the building designer, >✓/r, T14 V "t+ 3.Additional temporery bracing to Insure stability during construction 2 Design assumes the top end bottom Mobs to M laterally bawd et �./ ' O-DATIs the responsibility of the erector.Addtlonel permanent bracing of T continuous end at ea10 o n rsuch es ply rsodunles braced throughout they length). /�/y,/j_ conttnuoa sheatmng such es plywood sheathing(TC)endbr drywap(BCJ. ",i"RIO- DATE: E: 11/30/2015 the Duero!structure Is the reepondblily of the building designer. 3.Di Impact bridging or lateral bracing required where Mown++ 4.No load should be applied to any component until after ail bradng and 4.Installation of truss Is the reeponsiblgty of the respective contractor. SEQ.: K1561293 fasteners are complete and at no time Mould any loads greeter man 5.Design assumes waw.are to be usedInenenaonosiveenvironment, andTRANS I D: LINK design loads be spplbd to any component. Design for d ofull be n^m me. 5.CompuTrus has no control over end assumes no responsibility for the H.°« "'bearing at.N support,Mown.Shim or wedge If EXPIRES:12/31/2015 awry. fabrication,handling,shipment end ln.talhson of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design k furnished subject to the limitations set forth by 8.Plates del be bated on both faces of Inns,and planed so their center TP WJFCA In BC51,copies of which nil be furnished upon request. Awe noindde with joint center Imes 9.Digits indicate sloe of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design value.see ESR-1311,ES11-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0•' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x9 KDDF #1LBTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-576) 209 6-5=(-122) 533 6-3=(-127) 395 LOADING 3-4=(-576) 204 6-9=(-200) 195 4-5=(-759) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. LION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) a* For hanger specs. - See approved plans LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -85/ 637V -125/ I25H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1UPSF 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 = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" 7-07 7-07 a' f , MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 MAX HORIZ. TL DEFL = 0.010" @ 19'- 8.5. f f f T T 12 12 Design conforms to main windforce-resisting 9.00 TIM-4x4 system and components and cladding criteria. 9.00 4.0" Wind: 190 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 '�'y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), RNload duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 2 O 0 o 14 1 6 5 0 o M-3x4 M-3x8 M-3x9 o 1 y 7-07y .1. 7-07 15-02 y �r3'�'''`, GIN4- iS0 89200PE ter° JOB NAME : 3413-D POLYGON NW - A2 Scale: 0.3509 ..r. WARNINGS: GENERAL NOTES, unless othenvisa noted: f'f'w Truss: A2 Builder and erection contractor should be advised of el General Notes his destpn I.Saeed snip upon the parameter,shown and is for en individual -Tye ©R N l ei and Warnings before construction commences. building condoned.Applicability of design parameters and proper l ,(.s4, 2.294 compression web bradng must be Installed where shown+. incorporation of component Is tM rcaponslblllN of tM building designer, ��4 3.Addltionel temporary bracing to flora stability during construction 2.Design assumes the top end bosom chords to M laterally braced at �o • y A s 4 Is the responsibility of Me erector.Additional permanent bradng o! 2 o c.and at 10 o c,teunir sly unless braced throughout their length by I eiY DATE: 11/30/2015 the overall structure is the reaponabRty of building designer. 3 continuous brdain for saeh'brs'rg ng required where shown 4• aryw.A(Bcj. 1: �. �t 4.Na load should be applied to any component until ager all bradng end 4.Installation of truss la the reeponalbiNN of the rospe Ne coMroctor. 4. SEQ.: K1561294 fasteners are complete and et no time should anygreater 5.Des lad.arca an assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads Mepglaebany component. and are Nn"dry eendltlen"aloe.. 5.CompuTnn has no control over and assumes no responelbillty for the 8.Design assumes/IA bearing at ell supports shown.Shin or wedge I/ EXPIRES: 12/31/2015 fabtlnOon,handling,shipment end Installation of components. necessary. .A T.Design assumes 5. ailed on ctordrainaged. Platesshall lacca of Truss,and placed co their center TPNNfCA in SCSI,copes of which wit be furnished upon request. Anes coincide with Joint center linea MITek USA,Inc./CompuTrus Software 7.6.13(11)-E9.Digits mdlcete aka of plate In Inches. to For baste connector piste 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 #110TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 3-4=( -15) 7 6-3=( -197) 180 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 2198 5.50" 1.73 KDDF ( 625) "" For hanger specs. - See approved plans LL = 25 POE Ground Snow (Pg) 8'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 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 = 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 17 load duration factor=l.6, Truss designed for wind loads iiiii in the plane of the truss only. M-3x6 0 e° . 11111111111h.144 \141, ® ®,I I M-3x4 M-3x8 M-4x6 1 e+12100 +6378 yEa wa,� N.-00 c NEF / ' " 89200PE 9, JOB NAME : 3413-D POLYGON NW - AGIRD iilOPPScale: 0.4369 ere /�' WARNINGS: GENERAL NOTES, unless otherwise noted �� OREGON IAI i . lir I.Builder and erection contractor should be advised of log General Notes I.This deegn Is based only upon IM parameters shown and la for an Individual OR O N A aV Truss: AGIRD end Wemime before construction commences. building componerat.Applicability of desgn perimeters and proper [J �� 2.D4 compression web bradng must be installed where shown+. incorporation of component Is the responlbgity of the building designer. r" '1 a. fr .I A y 3.Additional temporary bracing to Insure stability during construction 2.Design and at l id me top act bottom chords c W laterally t their at t/ 1"Y vi,,, ,Ab. me responslb88y of the erector.Additional permanent bracing of T ntlnc.end at t O hin.rsash as ply woods braced/TEl throughout their ei)lh). l� germane continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). �1�; +�R.i t-k-: DATE: 11/30/2015 the overall etnxture lathe responsibility of the balding designer. 3.the Impact bridging or lateral bracing required where Mom•" S E K 15 612 9 5 4.Na load n ad should be applied to any component until after al bradng and 4.Insteiation of truss Is the responsibility of the respective contractor. 4•: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for•dry condition.of use. TRANS ID LINK N.Deign assumes full bearing•talsuppodsMo .Shimorwedgeif EXPIRES:12/31/2015 • 5.CompuTms hes no control over and enemas no responsibility for the moemm, fabrication,handling,shipment and installation of components. 7.Dadgnassumes adequate drainage la provided. November 30,2015 8.This design Is furnished subject to the limitations est forth by 8.Plates shag be located an both fame of truss,and placed ea their center TPIWTCA In SCSI,copes of which wig be furnished upon request. 9.in..oldcide se elo plat ecenter line.. MITek USA,Ina./CamptaTnl6 Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ENR-1888(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/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1-2=( 0) 68 2-9=(0) 0 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) TOTAL LOAD = 92,0 PIP 0'- 0,0" -54/ 296V -19/ 72H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 (DIP ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. FI,. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 Allowed = 0.100" MAX LL DEFL = @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.003" ,� MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.189" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 1 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL-6.D, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, Truss designed for wind loads io in the plane of the truss only, 0 0 ti I )-1 o ti i:c 0 1 M-3x4 J• 1-00 y (PROVIDE FULL BEARING;Jts:2,3,4 J 6-00 y S tyGIN �•7 f© 89200PE 17v JOB NAME : 3413-D POLYGON NW - AJ1 � �► Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted /�., Truss: AJ1 1.Builder and eredon contnd°,should be advised Drat General Notes 1.This design is based only upon the parameters Mown and Is for en Individual ^y OREGON ajeS end Warnings before construction commences. building component.Applicability or design parameters and proper V fl 4JI Y w. [S Z.Dila compression web bracing mus be Installed where Mown.. Incorporation of component Is qhs responsibility of the building designer. ,17 '�s Vs. ' 3.Additional temporary bracing m hears stability during construction 2.Design andtassumes the top and bottom cholla la be lalerelty braced at �(^) _7 �y is the reg o 7 o c, at 10 o c respeclNety unlace braced throughout cosh length ^_ s DATE: 11/30/2015 responsibility of me erector.Additional permanent bracing I by _ the overall Proctors is the responsibility ante building designer. lx Imp continuous sheathing or later l b plywoodre u red where (TC)00,,and/ofa tlryweq(BC). (1 l� Q.: K15612063.lx Impact bridging or lateral bracing ty o,thd where Mown.« S E 4.No bad Mount be applied to eny component until after ail bracing and 4.Installation of trues la the reeponsiblIty of the respective contractor. listeners are complete end at no time Mould any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design pada be applied to any component. and are for"dry condition"of use. 5.CompuTnn Ms no control over end assumes no responsibility forme 6.Designweswmea NII bearing at eq supports shown.Shim or wedge If EXPIRES: V C fabrication,handling,shipment and Installation of components. ry' Gh P� C 12/31/2015 6.This designbNrnishedsub9,0tothe limitations set forth by T.Designassumestledoneothfagela Cse,provided, November 30,2015 8.Plates 1004 be totaled on both faces abuse,and placed w their center TPWVTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center linea M(Tek USA,Inc./CompUTfus Software 7.6.6(1L}E 9.Digits Indicate size of plate in inches. 10.For bash connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #165TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)RDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3_11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" 1' 1' MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 I/ 3 ''V. Design conforms to main windforce-resisting system and components and cladding criteria. olowfigii/01 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 rn 0 c 0 M-3x4 l ), 1-00 6-00 T 'PROVIDE FULL BEARING;its 2,3,4 :;., ,��GINE�c"? Sfpc. „0, 17 41, 89200PE ` . JOB NAME : 3413-D POLYGON NW - AJ2Sale: 0.5814 „ � WARNINGS: GENERAL NOTES, unless otherwise noted OREGON *' �1)a:. t.Budder and erection contractor should be commences. advised of Cl(general Notes 1.puOCi ng comesign 1po�r ssent.Applicability of design parameters and proper upon the parameters shown end is for an IndIVWual 11�-tt 14..EO�I VV V` to Truss: AJ2 and Wath raps b.rore consirudwn commenaa Incorporation of component Is the responsibility of the building designer. ✓a k 4 e 2-° �` '•" 2.D4 compression web bracing must be Instahed where shown+. 2 Design assumes the top end bottom chords to be laterally&need at (•y 3.Additional temporary bracing to Insure Yebtitty during construction 2 me.and et 1g a.c.raspae0waly unless braced throughout their length by I j/'' Is the responsibility of the enactor.Addionel permanent bracing of continuous sheathing such es plywood sheathleg)TC)and/or drywa8(BC). 'R R 14•^ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3,20 Impact bridging or lateral bndng required where shown++ SEQ.: K15 612 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of turas Is the reeponibgty of the respediwe contractor. fasteners are complete end at no time should any loads greater than 5.Design sseumes trusses are to be used Ina noncorrosive environment, design weds be applied to any wmpoant. and are for"dry condition"of use. TRANS ID: LINK8.Deeignassumes MIbearing atuwpportsshovel.Shim orw.dgeif EXPIRES:12/31/2015 5.CompuTrue hes no control over and satsumas no responsibility for the necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. November 30,2015 8.This design Is tumbril...aubJed to the limitation sat forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIMTCA In SCSI,wpbs of which ail be fumlahed upon request. l 9. ees olndddfa e eltindaJoi platnter tte'tram. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see EOR-iii 1,ESR.1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&11TR: LOAD DURATION INCREASE = 1.15 (Non-Asp) 2x6 KDDF #16BTR T2 1- 2=( 0) 68 2-10=(-650) 3432 3-10=( -89) 317 BC: 2x6 KDDF 01613TR SPACED 24.0" O.C. 2- 3=(-4549) 913 10-11=(-798) 4408 10- 9=( -254) 1451 3- 4=(-9951) 924 11-12=(-663) 3827 10- 5=(-1361) 301 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3540) 778 12-13=(-663) 3827 5-11=( -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-9429) 968 13- 9=(-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 6- 7=(-2555) 552 12- 6=( 0) 136 TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 439 8- 9=(-3379) 650 7-13=( -290) 1574 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 13- 8=( -121) 208 ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 1448 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting 7-11-11 11-06-10 7-11-11 system and components and cladding criteria. f f f f Wind; 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3-11-12 3-11-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 12 f 4,5981f /f f f f load duration factor=1.6, Truss designed for wind loads M-4x8 M_9x8 12 in the plane of the truss only. 9.00 7 v M-3x6 M-4x8 "9.00 ✓� 5 T2 _6_ .M-1.5x3 > .5x3f// Ar xM-3x8 0.25" 12 13 **9 0 M-1.5x3 M-3x10 M-3x8 0l M-7x8(S) y y *1440# y 7-06-09 4-11-03 2-08-04 4-09-07 y 7-06-09 y ,✓� ,[`�� ��°fi4n^ 1-00 27-06 y \ �rVVV/© C,/, ::9200PE �r JOB NAME : 3413-D POLYGON NW - B1 Scale: 0.2299 ill ." WARNINGS. GENERAL NOTES, udessothandaa notal' w tr. Truss: B 1 1.Builder end eredlon contractor Mould be advised oral General Notes 1.This design le based only upon the parameters shown and Is for an Individual ')7 A OREGON /+ and Warning!before construction commences, building component.Applicability of design parameters and proper / yam, tv./ 2.a(4 compression web brsdng moat be installed where shown+ incorporation of component Is the rsaponsiblity of the building designer. s 1 4 2 1,` 3.Additional temporary bracing to Insure stability durbm construction Z Design!!W ines IM lop and bottom choNe to be laterally braced at "� -7 Is Me responsibility of IM erector.Addttlonel permanent brsdng of 2'on and at 10.e.e,respectively unless braced throughout their length by �..v a 1N DATE: 11/30/2015 the overall structure la the responsibility of the balding designer. ZA Impact bddgi tige!demih b adeg requirede emntrsro)eon o tlryweA(BC). A SEQ. K1561298 .In hoped brat hse orla ere brsdng where shown j^ 4,No load!Mould be applied to any component until ager Clal bradng and 4.Installation of buss Is the responsibility of IM re°pectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nornwrroelve environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition"of as.. 5.CempuTrus has no control over and assumes no responsibility for Me 6.Design assume full bearing at all supports sirown.Shim or wedge it febrIcatlon,handling,shipment and installation of components. ry' EXPIRES:.12/31/2015 . 8.This design le furnished subject la the limitations set forth by 8.PlatesDesigshall beeleded on ne oth drainage cuss,d. November 30,2015 8.Platespbe located center both faces of truss,and placed cotheh center 177 W.CA In SCSI,copies of which will be furnished upon request. Ines colndde with joint center lines. 9.Digits Indicate else of plate In Inches MITek USA,Inc./CompuTrua Software 7.6.6(1L}E 70.For basic connector plate dealgn 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 #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 BC: 2x6 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-662) 146 5-6=(-156) 688 2-6=(-276) 128 3-4=(-488) 138 6-7=( -72) 116 6-3=( -52) 288 WEBS: 2x4 KDDF STAND LOADING 6-4=(-224) 1174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 24•'00 UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" ICOND. 2: Design checked fox net)-5 psf) uplift at 24 "oc spacing. I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/e- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" Atnails 2 ply with 3"0.131 DIA GUN MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" 'yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x4 webs. Ce For hanger specs. - See approved plans 6-02-11 1-09-05 Design conforms to main windforce-resisting fsystem and components and cladding criteria. 3-03-13 2-10-14 1-09-05 1' '1 ' '( Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-9x6 load duration factor=1.6, 9.00 End vertical(s) are exposed to wind, g M-3x4 Truss designed for wind loads 4 -/ in the plane of the truss only. M-3x4 m 0 fi co 0 @@ HANGER BY OTHERS TO APPLY CONC. ALOAD(S)EQUALLY TO ALL MEMBERS. o i Il:i41so ISI c 7 - I 1►z 5 6 o M-3x4 M-1.5x3 M-6x8 M-3x8 y ), +1211) 11,63,79 +233,09 3-02-01 2-08-13 2-01-01 • )• ��'c,Q PROFFS 8-00 44, 4 89200PE c-- JOB JOB NAME : 3413-D POLYGON NW - BGIRD /!...--�= �. Scale: 0.3864 ,.4� WARNINGS: GENERAL NOTES, unlessotherwisenoted .,sy� OREGON 14.,/ 1.,/ WE CC I.Baader and erection contractor ahold be advised of al General Notes I.This design Is bard only upon IM parameters shown end Is for an Individual 7 O v Truss: BGIRD and Wamings before aonetrudbn commences. balding component.Applicability of design parameters and proper .,,r ('� 2.254 comprosston web bradng must be Metalled where shown a. Incorporation of component%me responstbalty of the bustling designer. vrO Y I A e 2,0 " 3.Additional temporary bracing to Inure stability during construction 2.Festgn resumes ms top and bosom asschoW to be laterally braced at "Y y isms reeponsb lty of the erector.Additional permanent bracing of 2'etc.and at f 0'hin.each es ply woofs brood throughout mob length). R.I�{ 7oc. at 10' g tiely ood unlesbraced throuantlerdryvnnthb IO- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.Di Impact bridging or lateral bradng required where strewn e n S E K15 612 9 9 4.Na load should be applied to any component udl after all bradap ng end 4.Installation of truss Is the reonsiblEN of ma e%WWI coorador. 4• fasteners are complete and at no time should any bads greater than S.Design assumes trusses era to be used In a noncorrosive environment, design loads be applied to any component. and aro for"dry condition"of use. �/p r3)�v]�i q TRANS ID: LINK 8.Design assumes furl bearing sten supports show,.Shim or wedge B EXf)RES:12/J1/201 5.CompuTNa has no control over end aesumea no rosponalMlny for me neasrry. %Mutton.handling.shipment end Matsllatlon of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design b furnished subject to the Imitations set forth by 8.Plates sisal be bated on both faces citrons.and placed m their center TP WYTCA In SCSI.copies of which win be Nmlahed upon request. Inas coincide S.Digits Indicate oplate te Miness.. MiTek USA,Ino./ColnpUTrus Software 7.6.7(1L(E 10.For basic connecter plata design values re ESR-1311.ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Re 2x6 KDDF #16BTR T2 P) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -429) 1890 19- 8=( -207) 891 BC: 2x6 KDDF #16BTR 2- 3=(-7919) 2118 13-14=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-5690) 1758 19-15=(-1308) 4472 14- 4=( -13) 389 9-20=( -462) 1832 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=( -126) 251 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1468 I6-18=( -67) 201 15- 5=( -468) 1971 2x4 KDDF #16BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0,0" V 6- 7=(-5948) 2163 18-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=) 0) 452 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL) 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 146 BC LATERAL SUPPORT 6= 12"OC. UON. 9-10=(-4779) 1584 17-18=(-1725) 5314 TC CONC LL( 466.7)+DL( 130,7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4869) 1558 17- 7=( -270) 659 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 18- 7=( -399) 374 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 7-19=( -932) 360 _________________ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • MAX LL DEFL = -0.250" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 3-11-15 Design conforms to main windfoxce-resisting 597,30# T ff fsystem and components and cladding criteria. 12 597.30# M-5x10 M-5x8 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 5 -M-6x6 M-3x8 -M-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRs(Dir), 6 7 g 9.00 load duration factor=1.6, T2 >_ .: +x + 3 A M-5x12 oo ..„......4 g '� 13 19 15 I 17:,-.a......-____ - --7 _ O 11/ M-7x8 M-3x4 M-4x10 0 16 18 99 " , 0 o M-1.5x3 M-9x12 0.2519 M-3x10 M-3x10 1 2 0 M-3x4+ o M-7x10 M-7x8(5) ..c13.75 M-3x4+ 12 y y y y y y y y y0 P R°F y )-OS-08�-05-112-07-07 5-10-03 y 4-11-08 3-11-11 4-01-07 7-06-09 1-0Q-05-08 10-09-08 20-09 1-00 ,sc . t,�,GIWE '"9 `fe 34-00 4,7.f89200PE v. JOB NAME : 3413-D POLYGON NW - Cl Scale: 0.1604 WARNINGS: GENERAL NOTES, unless otherwise noted, © Cr. Truss• C 1 Bolder and erodlon conlredor shook be advised of all General Notes This design Is based only upon the parameters Mown and is for en:ndv dual -9� OREGON j.�4 and Warnings before construction commences. building component.Applicability of deelgn parameters and proper T A, `s 2.2r4 compression web bracing must be Metalled where shown*. Incorporetbn of component Is the reeponsiblity of the bolding designer. ry N Nle 3.Additional temporary bracing to Insure stability doting construction 2 Design assumes Ore lop and bosom chords to be leterely braced at y V '" . Is the re By of the erector,Additional 4y �, epontlbll permanent bracing of 7 a.e.and x110'o.e.nepedN.ty unless braced throughout Ihalr length by ( t DATE: 11/30/2015 the overall structure Is the responlebglty Otte building designer. 3.So loped bridging or leterasuch l b plywood required whe a shonwdi1fo0 aryw.glBCI. R R i "' SEQ. : K 15 613 0 1 4.No load should be applied to any component until alter all bracing and 4.Installation Otto.le the responsibility of the respective contractor. fasteners are complete and et no time should any beds greater than 5.Design assumes Susses are to be used Ins non-corrosive envkonmenl, TRANS ID: LINK design loads be applied to any component. and are for"dry condlion"of use. 5.Comport,,has no control over and assumes no responsibility for the 8.Design assume.lull bearing at all supports.8 set Shim or wedge if fabrication.handling,shipmentand installation of components. 7.Design assumes adequate drainage is provided. EXPIRES:12/31/2015 6.This design:efurnished subject toBbrreations set fodh by 9.Plates shall belocated enboth faces oftruss,and placed sotheir center November 30,2015 TPIIWTCA In BCSI,copies of which will be furnished upon request. Imes coincide with joint cadet line. MlTek USA,lcc./CompuTrus Software 7.6.6(IL}E S.Digits Indicate aka of plate In Inches. 10.For basic connector plate design values sea ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT <= 12"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 BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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= 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 5'- -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 3 17 12 W) Design conforms to main windforce-resisting �� system and components and cladding criteria. 9.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. u3 0 0 v. o o c li o f o M-3x4 ., l l D 1-00 6-00 ��dPRQ7 (PROVIDE FULL BEARING;Jts:2,4 3 r,\ 5(4, GINE C /0 1 17 89200PE r JOB NAME : 3413-D POLYGON NW - AJ3 ,41 Scale: 0.4979 WARNINGS: GENERAL NOTES, unless odwnvte noted: 0 OREGON, �` 1rt t.Budder and erection contrador should be advised glad General Notes 1.This design N based only upon the parameter.shown end h for en individual OR G O)V l+v �&/ Truss: AJ3 and Warnings before construction commences. budding component.Applicability of design parameters and proper ,�y ry 2.2a4 compression web bradng must be installed where shown+. Incorporation of component Is the reasonability of the budding designer. �e _7 14, x 2,c `‘" 3.Additional tem g b Mn..stability during construction 2.De.gn assumes the lop and bottom chants to be laterally bread et 4,/ Y temporary endo T o.c.and at 10 o.c.respectively unless bread throughout their length by Is me responsibilityUbeerector.Additional permanent bracing of continuous shealhln9 well as plywoodMslhing(TC)andlor drywal(BC). ' R`1..\". DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.2.Impact bridging or lateral bndrp required when shown♦• • S E K 15 613 0 2 4.No load abe applied to any component and after ell bracing and 4.Installation of suss b t5 the respunslbilty of the reapece contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses an to be used in a noncorrosive environment, design beds be applied to any component. and are for•dry condition'.of use. r1 +] TRANS ID: LINK S.Design sesames full bearing et ail supports shown.Shim or wedge If EXPIRES: V D'Q CC:12/J�f201 5.CompuTM nes no control over and assumes no responsibility br the mu m y. G./\f t r G17 fabrication,handling,shipment and lnatalbtbn of components. 7.Design assumes adequate drainage is prodded. November 30,2015 6.This design Is furnished wb)ect to the limitations set forth by 8.Plates shad be located an both faces of trues,and placed so their Amer TP WWCA In SCSI,copies of which WI be furnished upon request. 9.lineDigits indbde with Joint center ilahss. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E Io.For basic connector plate design values we EBR-1311,ESR-1988(1417ek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 RIDE #16BTR LOAD DURATION INCREASE = 1.151_ BC: 2x4 KDDF 818BTR SPACED 24.0" O.C. 2-3=(-198) 177 2-5=(0) 0 C LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -94) 36 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DLON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG RE UIRED BRG AREA OVERHANGS: 12.0" 0.0" Q TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 6BV 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed= 0.459" 0 MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 3 MAX HORIZ, TL DEFL = -0.002" @ 5'- 11.2" 9.00 I/7 (0) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, p Truss designed for wind loads I in the plane of the truss only. 0 0 • uz 0 a 0 0 1 M-3x4 1 l y y 1-00 6-00 1-05-15 0 PA0 (PROVIDE FULL BEARING;Jts:2,5,3,9 I [r4�C3+\ GI�e,E4 A,'o MVV GIN V >'Y"°.'ct89200PE r." • JOB NAME : 3413-D POLYGON NW - AJ4 ,� Scale: 0.4704 '`1 ij 10 WARNINGS: GENERAL NOTES, eels..otherwise noted: Truss: AJ4 1.Bolder and erection contractor should be advised of al General Note° 1.This design Is based only upon the parameters Mown and Is for an Individual �I OREGON R /,',.,4!" and Warnings before construction commences. building component.Applicability of design parameters and proper 74 [Y�/ 2.2v4 compression web bracing mull be installed where shown e, Incorporation of component la the responsibility of the bulking designer. =" - "'4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes ms top and bosom drords M be laterally braced at '�� '�A „� 4` I°the responsibility of me erector.Additional permanent bredng of 7 o.c.and at ill o c respectively unless bncod throughout mak length by N's T�?w DATE: 11/30/2015 the overall structure la the responsibilitycontinuous sheathing such as ptyweotlsi eathing TC)ak/ar tlrywep(BC), � •a VP Is of the building designer, 3,ur Impact bridging or lateral bracing required where Mown++ (Cw:("{ SEQ.: Ki5 613 0 3 4.No load should be applied to any component until eller al bracing and 4.Installation of truss lathe responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than B.Design assumes trusses aro to be used Inc nenconasve environment, TRANS ID: LINK design bads be applied to any component. end are for'dry condition'of use. B.CompuTru°has no control per end assumes no responsibility forth. 6.�e sico assumes lel bearing al ail supports shown.Shim or wedge if EXPIRES: 12/31/2015 ssa labrbalbn,handling,shipment and installation of components. ry' '.Design tessassumes atledon drainage laprovided. November 30,2015 6.This design h furnished subject to the Nmsellone set forth by e.Plates issi be located an both faces of Imes,and plead so their center TP WYTCA In BCS!,copies of which will be furnished upon request. Anes coincide with joint center fines. MRek USA,Inc./CgmpuTrub Software 7.6.6(7LFE 9.Digits Indbete size of plate In inches. 10.For basic connector plate design values see ESR-1311.ESR-19136(M11410 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 8-17=(-132) 673 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 WEBS: 2x9 KDDF STAND 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 LOADING 4- 5=(-1831) 493 14-16=( -9) 60 13- 5=(-191) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-1662) 508 17-10=(-317) 1430 6-15=( -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 14-15=( 0) 90 _ 8- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 16- 7=( -90) 117 ________----_-----------------_______ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-17=(-503) 166 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 ROOF ( 625) 39'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed= 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 2-07-04 3-06-05 3-10-02 3-03-05 5-05-11 5-03-10 4-10-11 5-01 I I I ' '1 ' ' f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 M-4x6 M-4x6 9.00 6 M-3x4 M-3x8 Q 9.00 Wind: 140 mph, hts), En osed, at.2,L=6.0, ASCE 7-10, 1r 6 7 NN load duration)factor=1.6,Cat.2, Exp.O, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. M-3x4 M-1.5x3 M-1.5x33 O M-3x6 '3 co 0 rm )`1. M-3x8 Y Lis&- 17 r I M-5x10 i M-1.5x3 0.25' M-3x8 M-3x6 I M-3x4+ M-5x8 -M-6x6(5) a 3.75 M-3x4+ 12 y y y y )' y ti�V P f OFe ,L• 2-05-08y y 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 J- l INE �s/ 1-00-05-08 10-09-08 20-09 1-00 e ' - '`i' �„, 34-00 89200 P E. JOB NAME : 3413-D POLYGON NW - C2 sale: 0.1609 (IIIW!� 1.WARNINGS: GENERAL NOTES, untess upomheparerwise noted ) , OFIEGON� �C/Or �' 1.Bulder and eredbn contractor should be advised of dl General Notes 1.This design Is basad only upon the parameters Mown and Is for an Individual O RE o V '�V Truss: C2 and Warnings before oonatnwllon commences. building component.Applicability of design parameters and proper W 2 2a4 compression web bradng must be Installed where shown«. incorporation of component lathe responsibility of the building designer, '0 '4/Y r y*e �. 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and Daftom charts to be lasughoeirdly Dncetl et L,/ l f'Y' "s la the reeponsibillly of the arodar.Additional permanent bracing of 2 o.c.and at 10 0.0.respedsety unless brewed throughout their langur by /,�' ` continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 4•/,4 F. R 1 t..\--. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2a lmped bridging or lateral bradng required where shown«« 4.Na bed Mould be applied to any component ural after al bradng and 4.Instalatlon of turas Is the responsibility of the respective contractor. SEQ.: K 15 613 0 5 fasteners aro complete and at no time should any loads grater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for'dry TRANS ID• LINK design loads be applied to any component, full bearingon el use. 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full at all supports shown.Shim or wedge if EXPIRES:12/31/2015. fabrication.handling,shipment and indallatbn of components. 7.Design assumes adequate drainage is prodded. 8.This design is furnished subject to the Meted sat forth by 8.Plates steal be eted on both fads of taus,and paced so their center November 30,2015 TP WVICA in SCSI,copies of which wit be furnished upon request. g Ind coincidindicate trth joint pcenats te Il lines MiTek USA,Ina./CompuTrus Software 7.6,6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/C0=1.00 BC: 2x4 KDDF #ls BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 68 2-19=(-999) 2157 14- 3=( 0) 331 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=(-2898) 727 14-15=(-381) 1629 14= 4=(-150) 618 3- 4=(-2564) 758 15-17=(-359) 1664 4-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=) -14) 60 15- 5=(-216) 831 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD BC LATERAL SUPPORT <= 12"OC. UON. = 32.0 PSF 5- 6=( 0) 0 18-19=(-353) 160115- 7=(-534) 204 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1411) 534 19-12=(-901) 1430 7-17=( -13) 234 TOTAL LOAD = 42.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8-10=(-1298) 511 17-18=(-339) 1550 ALL FLATTOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8=( -63) 144 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=(-1718) 577 18- 8=( -90) 117 12-13=(-1990) 591 0-19=(-143) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 12-13=( 0) 68 10-19=(-143) 673 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) OND. 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" � 11_11_11 MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" ,r 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" '� MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 2-02 9-08=11 5_01 ` MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0,133" 2=07-09 3-06-05 3-08=01 2-02L-03-OS 5-05-11 3-03-10 T 4 T 4 T T T 4 T T T 10-00 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" ,r 10-00 / MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 6 9 ,r 1 12 M-4x6 12 9.00 5 M-3x9 M-3x8 0-4x6 9 00 Design conforms to main windforce-resisting .ei. system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, /,,,I,-1.5x3Truss designed for wind loads + 1 in the plane of the truss only. M-1,5x3 o o M-3x6 o M-5x10 M-3x8 o M-1 65x3 0.25 M-3x8 M-3x6, 1 3 =i M-3x4+ M-5x8 -M-6x6(S) o ..„,j3.75 M-3x4+ 12 1 y y y y y y ' . 04 y 2-05-08y 7-02-07 3-08-13 y 5-02-03 5-09-03 9-07-15 1-oy-o5-o8 10-09-08 20-09 i 00 �' ' AGIIEc.9 5., 34-00 ' 89200PE iSt �, JOB NAME: 3413-D POLYGON NW - C3 Scale: 0.1604 ,� / WARNINGS' GENERAL NOTES, unless otherwise noted WI Truss: C 3 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and h for an individual "y OREGON 4 and Warnings before construction commences. building component Applicability of design parameters and proper 7 � N f 2.204 compression web bracing must be installed where ahevm•. incorporation of component is IM responsibility of the building designer. ,,dy 3.Additional temporary bracing to Hears st.51119 during construction 2.Design assumes me top end bottom chords is M Ntenlly braced at 'h 'T�` 1 A r ..y=,.. Is the responsibility of the arodor.Additional permanent bracing of 7 o.c.and et 10 o.c.socks ply unless braced throughout theft length by �.l Y' tio:cll DATE: 11/30/2015 the overall structure is me responsibility continuoussheathingorlateralbpdngre aired here el... 41 /i�.I�,� Nri of the building designer. 3.2a Impact bet true or bracing required where shown♦♦ C SEQ.: K 15 613 0 6 4.No lead should be applied to any component until after all bndng and 4.Installation of was is the responsibility of the respective contractor. fasteners are complete and al no time should any pads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design lead.be applIed to any ceenponant and ere for"dry cendllen 51 use. 5.CompuTrrus has no conird over and assume.no responsibility for the 8.Dellen assumes full Martng at ell support shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary' EX P I Fl ES.1 2/31/2015 5.This design Is furnished subject to the limlatlons set forth by 7.Designassumes.deduneoth fano is provided. November 30,2015 TPIMTCA M SCSI,co8.Plates shag be bated on host re.,of suss,and placed so their contar pies of which x111 be furnished upon request. Anes coincide with toll center Ilea MRek USA,Inc./CompuTrua Software 7.6.6(1 L}E 9.Digits Indicate size of plata In Inches. 10.For basic connector pleb design value.see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ROfiBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x9 KDDF 81BBTR SPACED 29.0" O.C. 2- 3=(-1962) 415 10-11=(-210) 1519 3-11=(-476) 245 3- 4=(-1502) 958 11-12=(-140) 1196 11- 4=)-152) 556 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1084) 939 12-13=(-240) 1942 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1084) 439 13- 8=(-239) 1444 5-12=(-187) 100 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-1962) 415 12- 7=(-476) 245 8- 9=( 0) 68 7-13=( 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA _ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -250/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL= -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 T ' f .f Design conforms to main windforce-resisting 7-02-12 system and components and cladding criteria. 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 � � T f •( '( T Wind: 190 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 Q 9.00 load duration factor=1.6, 9.00F77 4 M 5x9 • Truss designed for wind loads /r \ in the plane of the truss only. M-3x9 M-3x9 3 O �o I ism stn -I' 10 11 12 p�y ,77 I .,I -3x5 M-1.5x3 0.25" 0.25" M-11 5x3 M-3x5+• Q I'ft��l+ l y M_5xycs) M-sx),(s) 'I l .�� T� so GINE 7-01 6-06-15 6-08-03 6-06-15 7-01 y y ,��• �9 y y 1-00 34-00 1-00 '� 89200PE r" JOB NAME : 3413-D POLYGON NW - C4 Scale: 0.1602 WARNINGS: GENERAL NOTES, unlessoburbbe noted: 40. rt „eyG. OREGON * �/e ... 1.Bulder and eredbn contractor should be advised or ail General Notes 1.This design is based only upon the parameters shown and is for an Individual 7/ O V� v Truss: C4 and Wemirps before construction commences. building component.Applicability of design parameters and proper4 2.2a4 cont renbn Web baiting must be IrnlaWtl Where Mown 0. Incorporation of component Is me responsibNlty of the buNding delver. v�O 14 s 2•,•`✓' p2.Design assumes the top and bottom chords to be laterally braced at "Y ('j 3.Additional temporary bracing to Insure stability during construction 7 o.c.end at ID c.c.respectively unless braced throughout their length by i �{' Is the responsibility of the erector.Additional permanent bracing of contlnuow sheathing each n plywood ahsamin9)10)and/or drywsA(BO). - f' R 1 it„�•^' DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.21 Impact badging or Werel deicing required Where shown++ S E K 15 613 0 7 4.No bad should be applied to any component cell after al br•dng and 4.Installation of buss Is the reeponslbigiy of the respective contradcr. 4•• fasteners are compble and at no time should any loads greater than 5.Design assumes trusses are to be used ina nonconoaive environment. design loads be applied to any component. end are for"dry condition'of use. TRANS ID: LINKn.Design assurnesfulbearngatansupports shown.Shim orwedge if EXPIRES: 2/31/201 5.CompuTus hes no control over and.seam..no responsibility for to necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 IL This design is furnished subject to the limitations sat forth by n.Plates sun be beefed on both faces of Wes,and placed so their center TP9VJTCA In Bc51,copies of which MI be furnished upon request. johlt 9.Digits Indicate sire oplate inrInches. MITek USA,Ina./CompuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESP-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 68 2-12=(-313) 1521 12- 3=( 0) 294 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1962) 527 12-13=(-314) 1520 3-13=(-975) 232 3- 4=(-1502) 569 13-14=(-183) 1199 13- 4=(-181) 567 LOADING 4- 5=( 0) 0 14-15=1-334) 1942 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1084) 516 15-10=(-333) 1944 6-14=(-198) 125 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1084) 516 8-19=1-181) 566 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 14- 9=(-976) 232 8- 9=(-1502) 569 9-15=1 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-1962) 527 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 15-11-11 2-00-10 15-11_11 7-02-12 6-06-15 2-02-06-06-05-02 6-06-15 7-02-12 I MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL 0.058" @ 33'- 6.5" f f ,r f f f 14-00 14-00 T 12 T 5 7 / T Design conforms to main windforce-resisting M-4X6 M-9x6 12 system and components and cladding criteria. 9.00 1 y M-3x4 • Q 9.00 �, 6 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-5x8 S Truss designed for wind loads ( ) M-5x8(5) in the plane of the truss only. 0.25" 0.25" Alirill0 0 c ........__,...._.____„,___„,,__,_,_i___,_______._._._...Alh' ,. , o 15 0i I -3x5 M-1,5x3 12 10.25" 0.25141 0 rO hTIOxLs M-5x8(S) M-5x8(S) M-1.5x3 M-3x5 01 GW r V C 6151 y l 1 l l y y :: . .', f� 7-01 6-06-15 6-08-03 6-06-15 7-01 1 1-00 34-00 1-00 :9200PE t.ter" JOB NAME : 3413-D POLYGON NW - C5 r Scale: 0.1602 WARNINGS: GENERAL NOTES, orales amerWiss noted' IliiCr Truss: C 5 1.Builder and erection contractor Mould be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual -s? OREGON )s and Warnings before contention commences building component Applicability y of design parameters and proper T �Z/ 2.991 compression web bredng moat be installed where Mown+. Incorporation of component is the responsibility of the building designer. ir Al [� 3.Additional temporary bracing to Insure stability during construction 2.Design aasmea the top and bottom choMete M laterally braced at _T A y •w `"'�"•' Is the reeponslbg ty of the erodor.Additional permanent bracing of 7 o.c.and et 10 o.c.eachaas plywoodly unless braced throughout their length by "Y P DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuous us ridgingiorng er as adng required eheatw rens 5 own*drywaA(BC) a� r 3.2s Impact bridging or lateral bhang where Mow„ /^ i., SEQ.: K 15 613 0 8 4.No bad should be applied to any component end alter al bradng and 4.Installation of bus Is the responsibility of the respective contractor. fasteners are complete end at no time should any roads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design beds beapplied teenycomponent. and a,.fon'dry 000dnien"of use. 5.Compares has no control over and assumes no responsibility for thee.Design assumes full bearing at ail supporta Mown.Shim or wedge If EXPIRES:12/31/2015 fabrication.Minding,Mipment and installation of components. necessary. drainage is provided. 6.This design is fumitbed subject b the limitations set forth by e.Plat snshall be locatedassumesuoneboth feces of truss and placed ea their cane, November 30,2015 TPIIWICA in SCSI,copies of which wtl be famished upon request. Ones coincide eetr Joh center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits Indata sin of plate in Inches. 7 o.For basic connector plate design values se 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/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246) 204 SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 4=( -60) 472 BE: 2x4 KDDF STANDR WEBS: 2x9 KDDF STAND 3- 4=(-1748) 460 11-12=(-153) 1254 4-11=(-615) 289 LOADING 4- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD = 42.0 PSF 7- B=(-1946) 412 12- 7=(-246) 204 8- 9=( 0) 68 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP.DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 , MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" 1' 1' 1' ,r 1' 1' 1' MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-9x6 '9.00 9.00 4.0" Design conforms to main windforce-resisting S .6( system and components and cladding criteria. * Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) 2M-5x6 load duration factor=l.6, Truss designed for wind loads do/ in the plane of the truss only. 0.25" 0.25" 4 m-1.5x3IllrkkA)pp,M-1.5x3 3 O o v Y - nr 10 11 12 � o �3 I r^I -3x5 M-3x4 0.25" M-3x4 M-3x5 0l Y-� PR0�1"h o M-5x8(S) c(, Y GCVJ 9119° 8-08-03 8-03-13 8-03-13 8-08-03 b 34-00 1-00 9200PE SC 1-000 JOB NAME : 3413-D POLYGON NW - C6 Scale: 0.1602 ti WARNINGS: GENERAL NOTES, unless otherwbe noted. d+ OREGON `' 1.Builder and erection contractor should be advised of al General Notes 1.This ing ems based sr uppon the of scram parameters and proper individual y l4 Truss: C 6 and Warnings before canetrudbn commences incorporation of component is the responsibility of the building designer. '40 'Y}" 14 IP "�++'� 2,2s4 compression web bracing must be installed where shown�. 2.Design sesames the by and bottom chords to be Merely braced at V 3.Additional temporary bracing to Inure stability during construction - 1141:? y is the responsibility of the erector.Add/Bonsl permanent bracing of 2'ntinc.and et 10'hin.rsash as ply unless sbraced i/T)and/Mair all(B by ` continuous sheathing such as plywood aheelhing(TC)and/or drywaB(BC). � +�R.`�4,+.. DATE: 11/30/2015 the overal structure is the responsibility of the balding designer. 3.24 lmpad badging or labral brodng required where shown n o SEK 15 613 0 9 4.No loadbooing should be applied to any component until after al booing end 4.Installation Mhos is the responsibility of the respective contndor. Q•: fasteners ere complete and at no time should any beds greater than 5.Des n assumes trusses are to be used In a nonconmlve environment, de be applied to any wmponM. and are for"dry condition'of use. design ba TRANS ID' LINKa.Design assumesfullbearingatagwpportsshown.Shimorwedgeit EXPIRES:12� 12015 5.ComWTrua hoe no control l over aeewmea no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7,Design aaaamea adequate drainage is prodded. November 30,2015 e.Thio design b furnished subject b the limitation set font by e.Plates shall be located on both faces of trues,and placed so their comer TPLWTCA in KO,copies of which will be mmlehed upon request. Pp B.Digitsolndde sit joint oi t center terlines. In Inches. Mirek USA,lnc./CompuTnls Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-0889(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 34'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 BC, 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=1-1942) 606 12-13=(-407) 1700 12- 4=(-137) 669 LOADING 3- 4=1-1720) 593 13-14=1-407) 1700 12- 6=(-611) 212 TC LATERAL SUPPORT <= 12"OC. UON. 4- 5=( 0) 0 14-10=(-418) 1432 13- 6=( 0) 343 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 4- 6=1-1302) 524 -- DL ON BOTTOM CHORD = 10.0 PSF 8-14=1-125) 197 TOTAL LOAD = 42.0 PSF 6- 8=(-1310) 528 8-14=1-125) 665 7- 8=( 0) 0 14- 9=1-209) 176 NOTE: 2x4 BRACING AT 24"OC UON. FOR 98- - 9=(-1720) 604 LL = 25 PSF Ground Snow (P ALL FLAT TOP CHORD AREAS NOT SHEATHED g) 0-11=(-1990) 615 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 68 LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 Design conforms to main windforce=resisting '� '� +� ,� ,� system and components and cladding criteria. 10-00 / 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 1 7 f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 9.00 M-4X6 12 load duration factor=l.6, M-4x6 N9.00 End vertical(s) are exposed to wind, M-3x8 Truss designed for wind loads 6 in the plane of the truss only. M-1.5x3 3 M-1.5x3 X V o 0 44- 0 12 13 ,� e.r 0I -3x5 M-3x8 0.25" M-3x8 1 , M-3x5 of M-5x6(S) y ,<,. pRp�ce, 1 l y y y y 9-07-15 7-04-01 7-04-01 9-07-15 c,... ���N E � /� 1-00 y �1 h Fir 34-00 1-00 4 89200PE �r JOB NAME : 3413-D POLYGON NW - C7 �/� Scale: 0.1602 :4111111. . + WARNINGS' GENERAL NOTES, unless otherwise noted , q,,., Truss: (`] 1.Bulkier and erection contractor should be advised of all General Notes t.This design h based only upon the parameters Mown end is for an individual ' ' O REG ONI ._ ,(._ and Wamings before...Audio',commences. building component.ApplbabBM/of design parameters and proper V AlG l,.'f4/1 V w, 1.0 2.2,4 compression web bradng must be Installed where shown.. Incorporation of component is the respon°Iblllty of the building designer. 2.v . 1-- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at h e �� DATE: 11/30/2 015 I8 the responsibility ohne erector.Additional permanent bracing or 2 Ac.and at sa o.c.respectively unless braced throughout their length by �•/A� the overal structure is the responsibility of the building designer. continuous sheathing or such t bracing pywood aired ng(to)end/or dryweh(BC). -!�`R I L� 3.to Imptct bef lose or neralresponsibility of the respective shownno.+ ,7.37 SEQ.: K 15 61310 4.No lase moaw be applied to any cempanem until ager an breang and 4.Installation of wee to the rospansielAry of the reepedNe contredar. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses Cr.to be Used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are rordry conditionor sae. 5.CompuTms has no control over and assumes no reeponslbiNy kr the 8.De..assumes kg bearing at al euppons shown.Shim or wedge if �( 33 P] {• fabrication,handling,shipment and lnetallaBon of components. EXP I R ES:12/31/2015 6.This design Is furnished subject m the Ilmllatbns set forth by 7.Design assumes adequate drainage Is prae,e,e. TPOW1'CA6 SCSI,sepia.of which oil be furnished upon request. 3 Ones Plates shall with in�M both of hum and placed so their center November 30,2015 Mffek USA,Inc./Compnlrus Software 7.6.7(1L}E 9.Digits indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1883(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 6H 2-11=(-291) 1505 3-11=(-219) 211 BC: 2x4 KDDF #1&BTR LOAD DUSPTIED I2CR0ASE C 1.15 2- 3=(-1942) 992 11-12=(-274) 1698 11- 4=(-122) 659 WE: 2x9 NODE STANTR SPACED 29.0" O.C. 3- 4=(-1720) 479 12-13=(-274) 1698 11- 5=(-596) 183 WEBS: 2x9 NODE STAND LOADING 4- 5=(-1300) 940 13- 9=(-339) 1432 12- 5=( 0) 343 5- 7=(-1301) 453 5-13=(-599) 162 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' TOTAL LOAD = 42.0 PSF 7- 8=(-1720) 494 13- 8=(-218) 199 8- 9=(-1992) 510 _ ___ ________________________ ____ NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PDF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED _---__-- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -240/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -250/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 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 LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL= -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 T 1' ' Design conforms to main windforce-resisting 5-01 4-10-11 7-00-05 6-02-05 1-00 4-08-11 5-01 T system and components and cladding criteria. T 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 M-4x6 12 load duration factor=1.6, 12 M-4x6 M-3x8End verticals) are exposed to wind, 7 ‘ 9.00 Truss designed for wind loads 9.00 .0..4 w.. 1%.. in the plane of the truss only. f M M-1.5x3 -1.5x3 3 0 .-I o ya c 12 '' 13 • 0 0l 11 �y 0 1 wM-3x5 M-3x8 0.25" M-3x8 M-3x5 0 ��� Pflp,�t�s� M-5x6(0) C y y 1 1 1 cJ 0,61 N EE. /0 9-07=15 7-04-01 7-04-01 9-07-15 y y „\ . �,9 1-00 34-00 1-00 ct 89200PE c' JOB NAME : 3413-D POLYGON NW - C8 41111P' � ' Scale: 0.1852 GENERAL NOTES, unless otherwise noted ..© UREGOIV A.WARNINGS: the t shown and Is for an individual f /,�{yr ^4 1.Builderw and enctfor cenMdor on no be advised of al General Notes t This building component.only MSM,o parameters wymeters and proper ✓.. 'f s "f�N Truss: C8 and Warnings before bracing len commences, Incorporation of component is the reepontbflty of the building designer. -41k. V 2.2,4 compression web bracing must be Installed Where shown w. 2.Design assumes the top and bottom moulds to be latently braced al A� 3.Additional temporary bracing W Insure stability during construction T s c.and H lS o.c.respectively unless braced throughout their length by "_/L: lr FiR 1�'{ Is the responsibility of the aredor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overall structure la the rosponslbllty of the binding designer. 3.Sr Impact bridging or lateral bracing required where shown e< No load shard be applied to any osomponent mil after al bracing and 4.Installation buss Is the reapenalbilly of the respective contractor. SEQ.: K 15 61311 4 fasteners are complete and at no time should any loads greater than 6.Design assumes trusses aro to be used In a nonco res ve env ronmeni, deelgn bads be applied le any component. and era for"dry condition"of us. TRANS ID: LINK B.Design nadlbearing alaAwpportsshown.SMmerwedge if EXPIRES:12/31/2015 it cemparrve has no control over and assumes no responsibility for the necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 30,2015 6,This design is furnished subplot to the limitations sat forth by B.Plates shall be iodated on both faces of buss,and placed so their center TPW'TCA in SCSI,copies of wfilch veil be furnished upon request. B.Inc.oinddeindicatdee plate cntern titles. MITek USA,Inc.(ConlpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1998(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER S2ECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) #148TR 1- 2=( 0) 68 2-14=(-316) 2274 3-19=1 -88) 126 BC: 2x6 KDDF WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=1-3056) 519 14-15=(-282) 2304 14- 9=( -108) 46 3- 4=(-2992) 518 15-16=(-594) 3689 4-15=1 -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 9966 15- 5=( -224) 1254 TC LATERAL SUPPORT <= 12.0C. DON. LL( 25.0)+DL( 7.0) ON TOP BC LATERAL SUPPORT <= 12"OC. DON. CHORD = 32.0 PSF 5- 6=(-2318) 460 17-18=(-932) 5088 15- 6=(-1836) 396 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 819 18-12=(-954) 9966 6-16=1 -146) 1030 TOTAL LOAD = 42.0 PSF 7- 9=1-4666) 1026 16- 7=1 -724) 286 NOTE: 2x9 BRACING AT 24"OC UON. FOR 8- 9=( 0) 0 7-17=1 -418) 766 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=1-5558) 1210 9-17=1 -912) 2114 _________________ ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 39'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 918 11-12=(-6616) 1366 10-18=1 -549) 2320 ADDL. TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=1 0) 68 18-11=1 -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2,4,6-7,10,14 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -393/ 2254V -157/ 157H 5.50" 3.61 KDDF ( 625) 'J,-- ( 2 ) complete trusses a 34'- 0.0" -990/ 9753V 0/ OH 5.50" 7.60 KDDF ( 625) r quired. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VE@@ HANGER BY OTHERS TO APPLY CONC. MAXTLLDEFLe=e-0.001"I@IT-1'--L 0.0'9'0 Allowed B= 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 f3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-0903-073-01-06 3-04-14 Design conforms to main windforce-resisting f f f f T f T T f f system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 598# 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 8 i M-4x6 12 load duration factor=1.6, 9.00 17 5 6End vertical(s) are exposed to wind, 1 " -,19.00 Truss designed for wind loads 0 in the plane of the truss only. M-1.5x3 + / M-1.5x3 I 1 0 c •(- r ase o 1 19 15 1 '� 12 18 e. �9 o M-3x8 �.25" M-3x8 M_ g o M-7x8(S) y M+,3025# 'CD r W��' J. y y y Y \ J' y 6-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 y NUJ ( FtC` /� 1-00 34-00 1-00 89200PE -7 JOB NAME : 3413-D POLYGON NW - C9 �,,..,-,,,a Scale: 0.1839 WARNINGS: GENERAL NOTES, unless otherwise noted: V •• Cr Truss: C 9 1.Builder and erection contractor should be advised of an General Notes I.This design Is based only upon the parameters shown and Is for an Individual l OREGON REG O R I j/ and Warnings before construction commences building component.Applicability of design parameters and proper J°jT,,,v11C414✓IV yy���� A. 2.2a4 compression web Dredng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. G 4%V e" r 3.Additional temporary bracing b Insure etalatly during construction 2-Design assumes the top and bottom drama to be laterally braced et 7 © a+t.. Is the responsibility of the erector,Additional permanent bredng of 2'a c.eu a1 70'o.c.respectively Ney uend a braced throughout their booth by � 1 y DATE: 11/30/2015 the eesra8dructurelethe reependbm c°nnnuou,sheathing woneapyw.o°daneaminerc)endr°rdryw,.n(Bc). / r"iI ty of the bidding designer. 3.Zr Impact bddging or lateral bracing required where shown++ SEQ.: Ki5 61312 4.No load should be applied to any component until after Cl bracing end 4.Installation of truss G the responsibility of the respective contractor. fasteners are complete end et no time should any loads greater then S.Design assumes trusses are to be used lee non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and crete,dry surgeon er des. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if fabrication.handling,shipment and bretslNHen of components. 7.Design assumes adequate drainage Is provided. EXPIRES:12/31/2015 . 8.This design is furnished subject to the limitations wt forth by 8.Plates shell be located en both faces 01truss,and placed so their center November 30,2015 TPIIWIOA in SCSI,copies of which will be furnished upon request. lines coincide with point center line. Wee LISA,Inc./Compulru6 Software 7.6.7(1 L}E 9.Digits Indicate eke of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 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) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 3-4=( -28) 40 3-7=(-168) 76 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 POP Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL=-0.007" @ 2'- 4.4" Allowed= 0.170" MAX TL CREEP DEFL= -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed= 0.178" 3-11-11 MAX BC PANEL TL DEFL= -0.037" @ 4'- 7.1" Allowed= 0.269" T T MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 12 9.00 7 44 -/ Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ti load duration factor=1.6, 4100I End vertical(s) are exposed to wind, 0° Truss designed for wind loads 0 I in the plane of the truss only. N �1 Ai O O '-i' m M-1.5x4 o 1 M63x4 0 o M-3x4 M-3x5 l y l k 2-03-12 4-11-04 0-09 ; )• y y \\VD PP 0F'eS 1-00 2-05-08 8-00 5-06-08 ~ 0AGINEe.61. `r/0 !PROVIDE FULL BEARING;Jts:2,4,7 I cr 89200PE r"' JOB NAME: 3413-D POLYGON NW - CJ2 , Scale: 0.5126 +0 '7 ,,,OREGON t ,�14/ WARNIN0.4: GENERAL NOTES, uMesa otherwlsa noletl ,0 '1),` 1) 2. 1.Budder and erection contractor ehotdd be advised of all General Notes 1.This design Is based only upon theIndividual parameters shown and N for an Individual 7 Jr- Truss: CJ2 and Warnings before construction commences. budding component.Applicability of design parameters and proper r yy 2.204 corn reaeion web bracing must be installed where shown ii. Design incorporation of component Is the reepondstey of the budding designer. �T p 2.Design names the top and bottom chorda to be laterally Mead at R i l ",,; A Additional temporary bracing to Mime siaMlity during construction y es,and at 10'o.c.respectively uMesa braced throughout Meir length by 11'7 • 11 4 Is the reWensmddy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.20 Impact bridging or Menai bracing required where shown o e SE : K 15 61313 4.No bad should be sppdcomponent until to any componeuntil alter ell bracing end 4.Installation of truss Is the reeponaibilty on the respective contractor. 4• fastensre are complete and at no Urns should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, EXPIRES: 12/31/2015 design bads be applied to any component. end are for"dry MI be n"of use, TRANS ID: LINK 8.OesignaesumeaMlbesnngalaAwpportssiwwn.shim orwedge ll November 30,2015 5.CompuTrvs has no control over and assumes no responsibility ler the ...q. febneatbn,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 5.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,and placed w their center TPUWICA M SCSI,copies of which wig be furnished upon request, g Digits Indicate sioecolndde with jof plates InoInt rhoes. MiTek USA,Inc./CompuTrus Software 7,6.7(1L)-Z 10.For basic connector plate design values see E517-1311,E5R-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF $1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-308) 45 5-7=(-189) 300 5-3=( 0) 68 3-9=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 926V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50^ 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net 5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 9.4" Allowed = 0.270" IMAX TL CREEP DEFL= -0.023" @ 2'- 3.8" Allowed = 0.359" MAX LL DEFL= 0.000" @ 7'- 3.0" Allowed= 0.078" MAX TL CREEP DEFL= '0.000" @ 7'- 3.0" Allowed= 0.105" 12 )I) MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 9.00 17 A MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 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, j (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 N load duration factor=l.6, of End vertical(s) ace exposed to wind, AliMIIIIIIIIIIIIIIIIIIIIIIIIwee.,.- a. Truss designed for wind loads in the plane of the truss only. 8 ., -m M-1.5x4 o _ 0 I �� M63x4 0 M-3x4 M-3x5 J• y ,1 y 2-03-12 4-11-04 0-09 l l 1 • 1-00 2-05-08 I 8-00 5-06-08 ) �\Cn.' 22 (PROVIDE FULL BEARING;Jts:2,4,7 I. ' k. ..89200PE r JOB NAME : 3413-D POLYGON NW - CJ3spa4PIh' Scale: 0.4686 : OREGON(�� WARNINGS: GENERAL NOTES, unless otherwise noted: 7� 4.OREGON b ,,4 Truss: C J3 1 Bolder and erection contractor should be advised of al General Notes 1.This design is based only upon IM parameters shovel and Is for an individual .q i. 1 �� and Warnings before construction commences. building component.Applicability of design parameters end proper +/\ _T 14 e 2.2x4 compression web bradng must be metalled where shown+ incorporation of component Is me responsibility Drina building designer. ;,./ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom droras to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 7 continuous et aslrY o.c./.009 as sty se unless braced throughout melt length by („ + �`,,. DATE: 11/30/2015 me overel structure la the responsible). sheathing such as plywooduired ng(TC)and/or drywae(SC). aponsibNty of the building design°, 3.2a Imped bridging or lateral bracing required where shown++ SEQ.: K 15 61314 4.No bad should be applied to any component until after all bracing and 4.Installation clause Is the responsibility of the respective contractor. fasteners are complete end at no gine should any loads greater than 5.Design assumes cruxes are to be used in a noncorrosive environment, TRANS ID: LINK aesignle,a.beeppileato.nyoomponem. and are for"dry cendiion•of use. EXPIRES: 12/31/2015 5.CompuTrrus has no control over and assumes no responsibility ror the 8.Design assumes NI baring at ail support.shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. November 30,2015 8.This design h furnished subject to the limitations set forth by T.Design assume.adequate drainage is provided 8.Plates shall be boated on both faces°rause,and placed w their center TPYWFCA in SCSI,copes of which will be furnished upon request. Ines coincide web joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L}Z S.Digits indicate else of pate in inches. M.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x9 ROOF #16BTR SPACED 29.0" O.C. 2-3=(-412) 91 5-7=(-350) 968 5-3=( 0) 69 3-4=(-122) 92 3-7=(-482( 361 WEBS: 2x4 KDDF STAND; 2x4 KDDF STUD A LONDIOG LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 969V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ ON 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" 5 2'- 4.4" Allowed= 0.354" 7-11-11 - MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed= 0.472" MAX HORIZ. LL DEFL= -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030".@ 7'- 3.0" 1( A Design conforms to main windfocce-resisting system and components and cladding criteria. 12 9.00 7 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads xr in the plane of the truss only. 0 N M-4x6 3 �O ' Ail .,. -/2 0 7 ►_ KA r -� M-1.5x4 k o of - Mb3x4 n o M-3x4 M-3x5 Jo 2-03-12 y 4-11-04 y0-o9y �Gt yu pAOf 2 1 Y y l N . ., NE '9 V/© 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING;Jts:2,7,4 I ;4t- 89 2 00PE r JOB NAME: 3413-D POLYGON NW - CJ4 =" }� Scale: 0.3929 10 t 44 GENERAL NOTES, unless otherMse noted "s OREGON 411 Aypt, +'w.r I. WARNINGS: �y A 1.Balder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is bran Individual /4?) 7�' J �,} "�.. Truss: C J 4 and Warnings before construction commences. building component.Applicability of design perimeters and proper tj y 2.zea compression Nee bracing must be installed where shown*. incorporation of component Is the reaponsiblily or the building designer. /w�� 3.Additional temporary bracing to Insure subtly during nensteaotbn 2.Design assumes l O the top and bosom chords to be latently braced at b t,7 RIO- T I l - T c.c.and at IV o.c.reepectNety unless braced throughout their langur by r'i f3 L. lathe responsibility Nth*erector.Additional permanent bracing of continuous sheelhUp such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overall atruclure lathe responsibility of the bolding designer. 3.2a Impact badging or lateral bracing required when shone a No load should be applied to anycomponent until after al bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K15 61315 4.fasteners are complete and at no time should any toads greatertrussesb be used Iranon-corrosive than 5.Design assumes tare non-corrosiveenvironment, design loads be applied to any component. and are for"dry condllon"of a. EXPIRES:12131/2015 TRANS ID: LINK 5.Com Trus has no control over and assumes no responsibility 8.Design ulbearingeepsupportsshown.8hlmsirNetlgaII November 30,2015 pu ne5ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed no their canter TPb TCA In BCS(,copes of which NI be furnished upon request. Ines coincide with joint center Ines. 9.Digits indicate sine of plats in inches. MiTek USA(no/CompuTrus Software 7.6.7(1L(-Z 10.For back connector plate design values see ESR-1311,ESR-7988(NITRO This design prepared from computer input by JR LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC: 204 KDDF #18BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-365) 71 6-8=(-283) 908 6-3=( 0) 69 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 393V 0/ OH 1.50" 0.99 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 T MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed= 0.133" -'r MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 1212Design conforms to main windforce-resisting 900 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), yload duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. /,,, 1' M-1.5x4 M13x4o4 M-3x5 1 y y y 2-03-12 4-11-04 0-09 ) J' i' cOPA04,6 1-00 , 2-05-08 7-06-03 , , , AGINE,E� 8-00 1-11-11c;'.•• i„ 41 17 'PROVIDE FULL BEARING;Jts:2,8,4,5 I 4:t 892 00I-E ,,'°''. JOB NAME : 3413-D POLYGON NW - CJ5 'JIG Scale: 0.3317 a''� /r�/•�� ,coy.. WARNINGS: GENERAL NOTES, unless otherwise noted y� 0- ON�Ky0 �l4 Truss: CJ5 I.Buller and eredlsn Os rest should be advised or el General Notes 1.1(8 tleelgn is based only Won the parameters shown and la for an Indivl8ml �, 1)t„ �y and Warnings before construction commences, Gilding component.Applicability of design parameters and proper �j '7' ��Nl V 2.2t4 compression web bracing must be Installed where shown+, incorporation of component is Me responsibility of the hiking designer. �./ et a 3.Additional temporary bracing to Insure elablitty during construction 2.Design assumes the top and bottom chorea to be laterally Braced et R�'L� DATE: 11/30/2015 Is the responsibility of the erector.Additional permanent bracing of Z'0.4 and at 70'o.creash as plywood unless braced throughout their length by "l the overall structure Is the reeponabiity of the build) designer. continuous sheathingpywood eheathine(TC)andfor drywal(8C). ^g 3.2a Impact bridging or lateral bracing required where shown++ SEQ. : K 15 61316 4.No load should be applied to any component until eller el bradng end 4.Installation of truss G the reeponstdly of the reepedNe contractor. fasteners are compete and at no Bre should any bads greater than 5.Design assumes tnnaes are to be used In e noncorrosive environment, TRANS ID: LINK design loads be applied to any component and am for"dry condlbn"of me. EXPIRES: 1 31/ 015 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NI bearing at all supports shown.shim or wedge if November 30,2015 fabrication,handling,shipment and Installation of componentnecessary. s. 8.This design Is furnished subject to the limitations tel forth by 7.Design assumes edequata drainage is provided. e.Plates shag be located on both fame of truss,and pieced so their sinter TPIMTCA in BCS',copies of which sell be furnished upon request. Nn•s cohndde with Joint center lines. MITek USA,IOC./CompuTfUs Software 7.6.7(1 LIZ 9.Digits Indicate eke of plate In Inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MIT1k) I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-167) 274 7-6=( 0) 18 BC: 2x9 KDDF 1416BTR SPACED 29.0" O.C. 2-3=(-361) 68 6-8=(-256) 413 6-3=1 0) 69 3-4=(-284) 245 3-8=(-426) 263 WEBS: 2x4 ROOF STAND LOADING 4-5=(-102) 99 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" --9/ 162V -110/ 31 H 5.50" 0.26 KDDF 7'- 3.0" -9/ 162V 0/ OOH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.14 KDDF 1 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 1 1' MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed = 0.133" --V MAX LL DEFL=-0.020" @ 2'- 9.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 190 mph, h=23.7ft, TCDL4.2,BCDL6.0, ASCE 7-10, 9.00 17 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factorl.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. co M-4x6 ,,,,,/ F -, 8 j, 11111=1. o M-1.5x4 1 M-73x4 I M-3x4 O M-3x5 [R� n ..l• 2-03-12 y 4-11-04 0-09 �t�c O r A 04- l l l y V � fir �`� � �fNE�� rf© 1-00, 2-05-08 9-06-03y yi. 8-00 3-11-11 89200PE (PROVIDE FULL BEARING;Jts:2,8,9,5 .....tore JOB NAME : 3413-D POLYGON NW - CJ6 Scale: 0.2919 le ige Cr GENERAL NOTES, unless otherwise noted. -; 'A OREGON As. WARNINGS: ,,r ,ay 1.Builder and erection cockade,should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for an individual <Q "7}- e t o Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters end proper �:y\\\ 2.2s4 compression web bracing must W installed when shown�. incorporation of component Is the responsibility of the bidding designer. A,�/ `_ 3.Additional temporary bracing to Insure debility during construction L Design assumes the tap and bottom sherds to be laterally braced at '16*R R t 1 y. T o.c.and at 1d o.c.reepectivety unless braced throughout mak length by RIO- T Is the responsibility of the erector.Additional permanent bracing of continuous eheethkg such es plywood eheemkp(TC)andror drywal(BC). DATE: 11/30/2015 the overall structure Is the rssponsiblity of the building designer. 3.2x Impact bridging or lateral bndng required when shown e. SEQ.: K 15 61317 4.No load should be applied to any component ural eller al bradng and 4.Installation of truss Is the responsibility of the respective conkedor. fasteners are complete and at no time should any loads greater than 5.Design assume'(nieces are to be used In anenooeas be environment EXPIRES:12/31/2015 design bads be applied to any component. and aro for"dry lull condition"g use. TRANS ID: LINK 5.oempuTn,ahas nocomnlover and assumes noresponsibiiNarm. 6 Design °f1"1°'^Ab°'""Q°t°"wpp°mehown.smm orw.eg.ir November 30,2015 ry fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is?wished subject to the Ilm/atlens set forth by 8.Plates shell be located on bath faces of inn,and placed so their cedar TPIWTCA In SCSI,copies of which will be?wished upon request. Ines coincide with joint ceder lines. 9.Digits Indicate size of plate In Inches. Wee USA,Inc./CompuTrue Software 7.6.7(1L)-Z 10.For basic connector plate design values see 806-1311,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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KDDF N1[,BTR SPACED 29.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 POE' 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.96 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or 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 = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.189" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.359" MAX BC PANEL TL DEFL = -0.078" @ 4'- 9.8" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1 1' 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. F 0 0 I oI v o - I _ 0 1 M-3x9 -}G....• 1-00 y (PROVIDE FULL BEARING;Jts:2,3,9 8-00 y P R ok-r,s, co", ‘..,‘Gi NE- ,. (S 444 ` 89200PE �c- JOB NAME : 3413-D POLYGON NW - J1 Scale: 0.5751 ,,-4410100.9.'.42.0---#7, _ . WARNINGS' GENERAL NOTES, unless olhervise noted: VV ' Truss: J1 1.Builder and erection contractor should be advised of all General Notes 1.Thi.design Is based only upon the parameters shown and is for an individual -1 OR E( ON l' and Warnings before construction commences. building component.Applicability of design perimeters end proper 'aLJ 2.254 comprowbn web bracing mud be installed where shown., Incorporation of component is the rsepondbglty of the building designer. . LI k 0 \ 4.. 3.Addsonal temporary bracing to Insure debility during conetmdbn 2.Oedgn eewmsa Srs top and bottom Words to be laterally braced at '7 0 14 y V la the responsibility of the erector.Additional permanent bracing of T o,0.and et ICYsheathing o.c.respectively cc sly unless brood throughout their length by �y DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. cs Impacts ahgkrg en ater as acing re uir a where s aunt tlrywel(BC). '1 1"I jJ 3.2.Impact bridging or sterol bracing required when shown«a Y SEQ.: K 15 613 2 0 4.No load should be applied to any component until alter sl bracing and 4.Installation of truss is the roaponsiblRty of the respective contractor. f.deners are compete and at no time should any loads greater than 5.Design assume.tomes are to be used in a non.00rrosive environment, TRANS ID: LINK design beds be applied to any component. end ars for"dry condition'of use, 5.CompuTrue has no control over and assumes no reeponsibll8y for IM 6.Design aaeumes lull bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 fabrication.handling,shipment and Inataletlon of components. 7.Dedgnweasumes adequate drainage is provided. 6.This design le furnished subject to the limitations set forth by S.Plates shall be costed en both faces of truss,and placed so their center November 30,2015 TPLWICA in BCS.copes of which MI be Nmehed upon request. Mee coincide with)obt center lines. Wee USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Digits Indicate sin o!pate in inches, 70.For basic connector plate dadgn values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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" -27/ 35BV -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ 0H 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed - 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 I/ 3 Design conforms to main windforce-resisting system and components and cladding criteria. (7 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o ran 0 It f 1 M-3x4 1 y1 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 .;5‹, p p R OFps� ,r .GIN �r� f� 89200PE <' JOB NAME : 3413-D POLYGON NW - J2 Sale: 0.5501 �, / WARNINGS: GENERAL NOTES, rdeupotherwlar noted: -yr OREGON1 Ii 11. lir 1.Builder and.radion contractor should be edvlsstl of all General Notes t.This design Is based only upon the parameter shown and b kr en individual 7 . \ 'YJ Truss: J2 and Warnings before construction commennee incorbulkiporation compof compo Applicability responsibility parameters and proper 1- if2.2s4 compression web bracing mud be installed where stover i. incorpontlon of component I.the respendbSty Drina building designer. It �-4' 3.Additional temporary bracing to Insure debility during construction 2.Fesign assumes me tap and bottom stroke to t,aughy braced et Q /�� 4% Is the reepandbllly of the erector.Additional permanent bracing of T contex.inuous end ai ea10'rir, such es pty olden braced throughout mak nl)B). 'A'/(-a,-R I OL contlnueua sheathing such es plYwwod sheathing(TC)end/or OrywaA(BC). H DATE: 11/30/2015 the overall structure la the reeponsibllty of the building dedpner. 3.W impact bridging or lateral bracing required where shown SE K 15 613 21 4.No load should be applied t any component until after all bradng and 4.Installation of tors h the reapondblty of the respective contractor, 4• fadenere are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive endrenment, end are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK 8.CompuTrwhas nocontrol over and assumes noresponsibility lerthe 8.Iedcogn�aswmesfuNbeedngalallwppartadrown.ShmorvnagaII EXPIRES:12/31/2015 , fabrication,handling,shipment end Installation of components. T.Design assumes adequate drainage h provided. November 30,2015 8.This design h furnished subject to the Ilmitatkns set forth by B.Plates shall be nailed on both faces of trues,and placed so their center TPL N1CA in SCSI.copies of which oil be fumiehed upon request. lines coincide with center lies. 9.Digiplate in ts MiTek USA,Ino,/CompUTfOS Software 7.6.6(11.)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP 0'- 0.0" -24/ 922V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 MAXLLDEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" fMAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" ,,/ -! MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 12 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads `o in the plane of the truss only. 0 0 I o ti I 0 o ��q M-3x4 ). l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 0) {P JL`Qp, rt� G t t.1' co ro :0982E0OGPOEN 'iJOB NAME : 3413-D POLYGON NW - J3 11). 1111 Scale: 0.9979 -/WARNINGS: GENERAL NOTES, unless otherwise noted: 1`1wTruss• J31Binder ane enctbn ceninctor should be ed iNtl or al GeWrel Notes Thls dee gra bbased Dray uponlM peremeters shown entl is or en mtl vdWl e)s�and Vhmings before censtructbn commences, building component.A icabl 71 , �f�/2.2s4 coin ression web bredng must be metalled where shown. Ince PPI 8Y of design panmeten ash proper !." ^ p Incorporation of component is Sre responetillty of the building dedgner. j 0 3.Additional temporary burning to Insure stability during conebuction 2.Design assumes the top and bottom chortle to be laterally bread at '��/vJ, T Zk✓ �"'�, Is the responsibility of the erector.Additional permanent bracing of T o.c.and et f 0 e.c,roepechvely uNesa braced throughout their length by y DATE: 11/30/2015 he overall structure Is he responsibility of the building designer. continuous sheathing such as plywootl sheathing(TC)ng(TC)and/or drywaREIC). t.1 R 10- 4.Naload should be.applied tee4.In Impact bridging isor gforelpr=angtof required where00e co SEQ.: K1561322 pp no componentlintyageraleendnhand 4. staAnlsonsIsthearetoseofthereepenndcentviron fasteners arecomplete and at no time ant. any loads greater than 5.Design rassumes9trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bash be applied to any component. and are for"dry cend8lon"of Ws. 5.ComWTnn hes ne control over and assumes ne reaponelblldy for the 6.Daa gra scent=s foil bearing at eq supports shown.Shim or wedge if EXPIRES: 12/31/2015 201 fabrication,handling.shipment and installation of components. 7,Design=swin=e adequate drainage is provided. 6.This designisWished subject tothe limitations eat forth by 8.Plates shell be located onboth faces oftruss.and placed so their center November 30,2015 TPINVTCA In SCSI.copies of whleh will be furnished upon request. Anes coincide with joint center lines. MRek USA,Inc./CompuTrua Software 7.6.6(IL(-E 9.Digits Indicete ane of pets In Inches. 10.For basic connector pate design values see ESR-7311,ESR-1088(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 #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LI( 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 PIF 0'- 0.0" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL= 0.456" @ 4'- 9.0" Allowed = 0.624" 1' .f MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" --7 MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" )) A Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 17 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. u7 0 I o io 0 IRTAIIIMMINIMMEMEN11.1.1.......1MM -7 4► . o 1 M-3x4 PRoFe y 1-00 l 8-00 l \�,<C,'E [�C9611, 'PROVIDE FULL BEARING;Jts:2,4,3 I `4/ 'T .Qi. 417 89200PE r JOB NAME : 3413-D POLYGON NW - J4Bcale, 0.4357 ,,,,,,,,..4 .. .. WARNINGS: GENERAL NOTES, uNeseotherwlse noted VW OREGON p, �I�^S(mw � t.Builder and erection contractor should be advised of sI General Notes 1.This design o is based only Applicabilityhe of design mparameters shown wra and n eis or an bdlvIdual Truss: J 4 and Warnings before construction commences. builIncorporation of component la the responsibility of the buldlnp designer. 1:4-/� to�� {" 2.era compression web bndnp must he Installed where shown+. 2.Design assumes the top and bottom dmrds to be laterally braced at W '41- 1 4 s ( � 3.Additional temporaryresponsibilityrackp to(nave stabilitystabilityduring construction 2'sc.and et 10 a.c.respectively unless braced throughout their length by !{w' la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). L'" R l„\- DATE: 11/30/2015 the overall x etnhna le the respondbllty of the building designer. 3.2s Impact bridging or lateral bradng required where shown++ Fi SEQ.: K 15 613 2 3 4.No bad should be applied to any component until after a1 bradng and 4.Installation of hues la the responsibility of the repectme contractor. Isetercte are compete and at no time should any hada greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, design beds be eppbd to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Deelgna.eumesfull bearing atelsupports shown.Shim otwedge If EXPIRES:12/31/2015 5.CompuTrus hes no control over and assumes no responsibility for the necessary. fabnaatlan,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design la fur fished subject to the limitations set forth by S.Plates ansa be boated on both faces oftruss,and paced so their center TFINytCA in SCSI.copes of which wit be furnished upon request. lnes coincide wtth)hint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 INTIM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 ROOF #1613TR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF #1&BTR 1-2=( 0) 68 2-5=(01 0 SPACED 29.0" 0.C. 2-3=(-254) 236 TC LATERAL SUPPORT <= 12"00. UON. LOADING 3-9=(-1321 59 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF UL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. (SPECIES) 0'- 0.0" -29/ 992V -93/ 2626 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 ROOF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 99V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" � ( MAX TL CREEP DEFL = -0,003" @ -1'- 0,0" Allowed = 0.133" 0 MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" 3 MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 12 �( 9.00 C )� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, on Truss designed for wind loads o in the plane of the truss only. 0 ti r 0 'i t c C3 PT.1:341 0 1 M-3x4 5' 1-00 8-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,4 I 046 r 0 f tt,tiT s_ 2-...- hrV 89200PE r" JOB NAME : 3413-D POLYGON NW - J541111P,9011011111 .� Scale: 0.9026 WARNINGS: GENERAL NOTES, unless otherwise noted I. /"y., Truss: J5 1.Budder and erection oeMrador should be advised of ad General Nates 1.This design Is based only upon the parameters shaven and Is for an individual 7 A OREGON "'S and Warnings before cansbudfon commences. budding component.Applicability of design parameters and proper 7 t,Jd V♦�s)� e, 2.294 compression web bracing must be mstelkd where shown+ Incorporotbn of component Is the responsibility to of the budding designer. 'I �y 4 3.Additional temporary bracing to Insure stability during construction 2 Design wanes the lop and bottom chords to he laterally braced at '� T Va Is the responsiNllly of the erector.Additional permanent bracing of T so end at 10'a.e.respedNery unless braced throughout their length by It ,ry DATE: 11/30/2015 the overall structure h the responsibility of the budding designer. continuous sheathing such es pRwood sheaMhp(TC)and/or drywag(BC). RRIO-. 4.Na load shouts be applied to any3.2a Impact bridging or lateral bradip required where shovm++ .. SEQ.: K 15 613 2 4pW component emit eller all bracing and 4.Installation of truss la the responsibility of the respedNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina nen.onolve environment. TRANS ID: LINK design leads be appyad Is neepaneM and are for"dr/condition.of use. 5.Compurrua has no control over and assumes no responsibility for the 8.Design mistimes 641bearing at a8 supports shown.shim or=edge If .dr� v] )/7 �{ fabrication,handling,shipment end lnstallagen of components. necessary.assumes s EXPIRES:12/s7.712Q7 8.This assign Is furnished subject to els limitations set forth by 8.Design t s shag b boated en drainage is provided. November 30,2015 S.Platen shall be footed on beth laces of Wss,and placed so their canter TPNNfCA in SCSI,copies of which MI be furnished upon request. Ines coincide with joint tamer Ilnes Wee USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Digits Indicate sqe of plate In Inches. 70.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-322) 301 BC: 2x4 KDDF #1sBTR 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" i( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" l MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 17 Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), bf load duration factor=1.6, Truss designed for wind loads ,o in the plane of the truss only. 0 c orn 0 =, o = 5� O M-3x4 c,,,=O PA Ores ) 1-00 y 8-00 y 3-11-11 y ��`c ' GINE /0 (PROVIDE FULL BEARING17ts:2,5,3,9 a��89200PE r" JOB NAME : 3413-D POLYGON NW - J6 Scale: 0.3548 !�� i r�-k., WARNINGS: GENERAL NOTES, unless otherwise noted: S:'4) CC OREGON 'wA/•Kr 1.Builder end erection contractor should be advised of el General Notes 1.This design Is bawd only upon the parameters Mown and Is for an Individual F j :ift_Ov 'I., �1-v Truss: J6 and Wemh,gs before construction commences. balding component AppllnbilM of design parameters and proper Y .if (�, "sr Incorporation of component Is the responsibNly of the building designer, 1 e.1 ^'r a,� 2.234 compression web bradrp mud be installed where shown*. 2.Design assumes the lop and bottom chords to be[Nerdy braced at 1"F w {5-r 3.Additional temporary bracing to insure stability during construction Y c.c.and H ID o.n.resp•ctNely unless braced throughout their length by r/�(� ` Sc..' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). " �^ R.`�,•, DATE: 11/30/2015 the overall structure is the respensWllty of the balding designer. 3.24 Impact bridging or lateral bracing required where shown++ SE Vi5 613 2 5 4.No lead should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4•• fasteners are complete and at no dine should any beds greater than 5.Design assumes trusses are to be used in a nontenusiv environment, design pads be applied to any component. 6. era for"dry condition"of use. TRANS ID: LINK6.Design assumes ILA bearing at elwpportsshown.Shim orwedge if EXPIRES:12/31/2015 5.ComWTNe has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Donlon assumes adequate drainage is provided. November 30,2015 6.Tris design is furnished subject to the tlmlations set forth by 6.Plates shall be located on both faces Misuse,end placed so their center TPN DCA In SCSI,copies of which coil be famished upon request. 9.InDigns s coinincide with slrejoint oiplate to Inness. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E ID.For basic connector plate design values we ESR-1311,ESR-1886(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC, 2x4 KDDF #16BTR SPACED 29.0" O.C. 1-2=( 01 68 2-6=(0) 0 2-3=(-389) 369 3-9=(-150) 96 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 9-5=( '99) 39 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 949V -131/ 370H 5.50" 0.71 KDDF ( 625) '- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7 9.2" 0/ 1680 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ow spacing. li 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 = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" S MAX HOAR. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), V load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. .-I o .i 0 o vol o M-3x4 y cO °Fe:0 y1-00ty 8-00 PROVIDE FULL5-11-11 y ,�Co e„*G N4', wc/0 BEARING;Jts:2,6,3,9,5 I ''(p17 � c,A? 89200PE r" JOB NAME : 3413-D POLYGON NW - J7 ��, Scale: 0.3133 -�00-- WARNINGS' GENERAL NOTES, uNess otherwise noted: 0 /y",. Truss: J 7 1.Budder and erection contractor Mould be advised of el General Notes 1.This design is based only upon the parameters shown and le for en Individual 7OREGON R G t�� e and Warnkps before construction commences budding component.Appllceolity of design parameters and proper f7 C4_d�,J w, Al k 14 2.Zx4 compression web bradng moat be Installed where Mown IncorporWon of mmponent is me respontbpty of the building designer, l" 3 Additional temporary bracing to haw stability during construction Z Design assumes the lop end bottom chorda to be oterely brand al is DATE: 11/30/2015 IcmerespentlalnyefhoenGol.Aadbienelpermanembradngef rmc.and athathingeepecaNery unless raced throughout their length by �•/ �+v the overact structure Is the responelblllty of the building designer. continuous0Impactridging or such lateral or b plywood sheathing(TC)wheresend/s tlryweX(BC). 123 �� SEQ.: K 15 613 2 6 4.No load should be applied to any component until eller al brasing and 4,nstalation Whits Is me responsibility bradng lity required/the saps Ne contractor. 7` fasteners are complete end at no time shouts any loads greater than 5.Design assumes trusses are to be used Ins noncorrosive environment TRANS ID: LINK design loads be applied to any ncrnpen.rt end are for"dry condition"of use. 5.OomWTrue has no control over end assumes no responsibility forma 6.Design assumes hill bearing at all supports shown.Shim or wedge if EXPIRES: ry/ �{ fabrication,handling,shipment and Installation of components. ry' Gra��IlCJ �L"/31/ /11G 6.Thio design b furnished subject to the Setetlons sat forth by 7.Design names adequate drainage Is provided, L"/a7 1 1V!11 cc77 TPLWFCA in 81St,copies et which all be furnished upon request. 8.mete coes lnddall eevMhjoint oenterlocated an hllnes.a of truss,and placed so their center November 30,2015 MiTek USA,Inc./CompuTrua Software 7.6.6(1L}E B Digits Indicate size of plate In inches. 1 o.For basic connector plate design values see ESR-1311,ESR-1 088(MITek) This PACIFIC design preparedLUMBER-BC from computer input by TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 68 2-6=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DUSPAIED I24R0ASE = 1.15 BC: 2x9 KDDF #166TR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 9-5=( -89) 70 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 TOTAL LOAD = 42.0 P58' BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 427H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. -" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -I'- 0.0" Allowed = 0.100" 111.11/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORI2. TL DEFL = -0.009" @ 15'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 190 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 9.00 17 load duration factor=1.6, Truss designed for wind loads 111111/ in the plane of the truss only. 0 1 M-3x5(5) , 0 C r _, 0 1 - 6-_• I - M-3x4 t �,D PR°Fe. 1-00 8-00 7-11-1144/ 17 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I -' " 1:92410P ` AME : 3413-D POLYGON NW - J8 JOB N • �AP Scale: 0.2795 WARNINGS: GENERAL NOTES, unless otherMse noted: „ey OREGON �` � . t.Budder end erection contractor staid be advised of el General Notes 1.This design Is based only upon the parameters.signar ahown and l rare n individual LI,v-9 �yti A. Truss: J8 end compression s hew.eoraingmon commences, hooding component.component its by of design parameters and Y 2.2x4 compression web bracing must be Installed when shown". IncorporatioDesign assumes a component Ie the rem chord.tlty of the bolding designer. 3.Addlonel temporarybracing to Insure*teddy during construction 2.Design nomas the lop and respectively cc.braced to be roughs braced atby T sc.eu s ee hin.mane.ply unless detect(7C)and/or their length). 4I A 1 Xei lop NUN roeponstdloy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)end/or tlrywel(BC). \r DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.m Impact bridging or lateral bracing required where shown•e - 4.No bed should be applied to any component until alter el bracing and 4.Installation of truss lathe reeponsibIlty of IM respective contractor.SEQ.: K 15 613 2 7 fasteners are complete and et no time should any beds greater than 5.Design assumes trusses are to be used In a nencarrodve environment and are for^dry candgan•of use. �/ [ 12/31/2015!�) /q(� s TRANS ID: LINK design loads be applied to any component S.Design assume.Ml bearing at all supports shown.Shim or wedge it EXPIRES: I2 3 ./2015. 5.CumpuTrus has no control over end assumes no responsibility forme neceewry, fabrication,fabrication, an on,hurdling,shipment and lneteoatbn of components. 7.Design assumes adequate drainage I.provided. N ovem be r 30,20.I 1 5 S.Tho design is furnished subject to the limitations set forth by S.PlatestecoN�bewbn ted lin belt,Nnter es of truce,and placed ea their center TPYWICA In SCSI,copse of which wit be mmalted upon request. 9.Digits indicate she of pate In Inches. MiTek USA,Ina./CompUTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-9=(0) 0 BC: 2x4 KDDF t+1&BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 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 PIF 0'- 0.0" -73/ 298V 0/ 29H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) 12 LL = 25 PSF Ground Snow (PH) 1'- 0.0" -39/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • 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= 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" MAX BC PANEL LL DEFL=-0.000" @ 0'- 5.6" Allowed= 0.026" MAX BC PANEL TL DEFL=-0.000" @ 0'- 5.6" Allowed= 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 - End vertical(s) are exposed to wind, Truss designed for wind loads N in the plane of the truss only. 2mia ,r, N i iiiiiIIIIs I M O 0 0 ..._ dal /1 114 -,, M-3x5 y c,) 1-00 y 1-00 y \C. N�N „ �. (PROVIDE FULL BEARING;Jts:2,3,4 I ltri �+t � j 1 89200PE I' JOB NAME: 3413-D POLYGON NW - EJ Scale:.1.1020 7 l/ � WARNINGS: GENERAL NOTES, untess omemise noted' OREGON '� Truss: E J 1.Builder and eredbn contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual : k2 2P-‘ 4A.�� and Warnings before construction commences. building componentApplbebibty of dellen parameters and proper OS.2s4 compnntlon nab bndnp must be Instslbd where shown.. Incorporation of component le then responsibility o10.balding designer. r 3.Additional temporary bracing to insure'teddy duringee Sructbn Z.Design assumes Me tap and bottom duras to be laterally braced et +. R, t_� is the responsibility of the ander.Additional permanent bracing of T o.c.and al as o.c.respectively anent braced throughout their length by ib DATE: 11/30/2015 IM ouselstrudura is the roaponsiblby of the balding designer. 3.continuous sheathing such as plywoodulr,dcg(TC)and/or drywal(SC). Impact bridging or lateral bracing required when shown.. SEQ.: Ki5 613 2 8 4.No load should be applied to any amponed and after a8 bracing end 4.Installation of truss le the roeponaidlly of the respective contractor. �( p 12/31/2015 r�r] Y] 4 y Intenero aro complete end at no time should any loads greater than S.Design assumes trusses are to M used h a non-corro&va environment, EXPIRES: 1 L'/57�/GO 1 J. TRANS ID: LINK dergnloads beapplied toany component. and are for"drycondion'ofuse. S.Compurrus has no control over and assume.no responsibility forma O.Design assumes all basting et ell supports shown.Salm car wedge if November 30,2015 fabrication,handling,shipment and installation o/components, necessary. 7.Oetgn shall bees adequate dreelt,fa tie la provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall located an both faces of(ruse,and placed so(Mir anter TP9WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits Indicate size of plate b inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016016 LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" S.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -71/ 301V -19/ 72H 5.50" 0.98 KEEP ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 1' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (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. he o oI 0 o /-3: I't I li WE:00 4 MEZati o 5 .Jr• l l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I - � ,i0 PRapes, NGI►VEFJS' /0, � 9200PE r- 4101P JOB NAME : 3413-D POLYGON NW - SJ1 �"...' Scale: 0.6696 4W 4111111P" (`}` WARNINGS:oldsrGENERAL nis NOTES, unteupon theelss �I OREGONAI �i I.Binder and erection contactor Mould be advised of el General Notes 1.This design is based only upon parameters shown and b for en individual Y OREGON'iy��\ Truss: S J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must G metalled where shown« incorporation of component Is 1G responsibility of ms building designer e© ° 1 4 2. = 3.Additional temporary bracing to insure Nobility during construction 2 Design assumes the top end Gttom chosee braced to G lahrety breed at by is the responsibility of me erector,Additional permanent bracing of c ntinoans sheetingsucha plywood sh ethbp(TC)and/or drywall BC)).. 44',4 `` `,� DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.Is Impact bridging or lateral bracing required veers shown.. fiR 1 SEQ.: K1561329 4.No bed shouldGimplied toany component until after all bracing and 44..InstaAoionof oftruisini5lbs Bathwupeheem.nhh<odtNe•net,sHethent, fasteners are complete end at no time should any loads greater than end Designassumes for"dry condition"esre to be TRANS I D: LINK design bads be applied to any component. 6.Design assumes NII bearing at sd supports shown.She or wedge If 5.CompuTrua has no control over and eesumes no responsibility for the EXPIRES: 12/31/2015 mry. fabrication,handling.shipment end installation of component". 7.Design assumes ote:Nate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall G bated on both faces of truss,and placed so their center TPI WTCA in ECM,copies of which wig be furnished upon request. Ines coincide v4th joint center lines. 9.Digits indicate size of p6te in inches. MiTek USA,Inc./CompUTf11S Software 7.6.6(1L)-E to.For basic connector piste design value.see ESR-7311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 1-2=(-90) 36 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12.0C. SON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S IN. DL ON BOTTOM CHORD = 10.0 PSF4• (SPECIES) 0'- 0.0" -13/ 98V -15/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 294V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7^ -35/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1. k:OND. 2: Design checked for net(-5 psf) uplift at 29 "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 TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed= 0.123" 12 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.189" 9.00 1 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Hei ghts), Enclosed, Ca[.2, Exp.e, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I 0 , I o / I 11111111111111 cl o 1��� 3 1�� M-3x4 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 ' kcc, i'R pF�,s en� �yG1►vER /et. 4.�...89200PE �r JOB NAME : 3413-D POLYGON NW - SJ1X Scale: 0.7393 /+��,�/''�' ••/ WARNINGS. GENERAL NOTES, unless otharwlae noted: ': `�. 44 Truss: SJ1X 1.Builder and erection contractor should be advised Drag General Notes 1.This design Ie based only upon the parameters shown and a for an individual •y'L 4 OREGON I(/ end Warning.before constriction commences building componentApplicability of design parameters and proper T I 2.h4 compression web bracing meal be Installed where shown 1: Incorporation of mmponem is me responsibility of the building designer. ,�y � 1^4I�y.. 3.Addmonel tamponry bnchq m Inwre stabtigy during canehuctlon 2.Design assumes the top ane bottom chords to be laterally braced at rO °' 1 vp r DATE: 11/30/2015 is Sn responsibility of the eroctor.Additional permanent bracing of 7 o.c end at 70 a.c.reapedNely uNesa braced throughout their length by �•/ 'Y tn.overap structure Is the responsibility of the balding designer. continuous rdgingl or such es b plywore sheathing(TC)irwheresend/or dryweg(BC). [..��R. LA-, �0)‘' SQ.: K1561330 applied3.25Impact bridging or 5,.tB bndng required where Maven.a E 4.No load should be to any component until after all bracing and 4.installation of truss Is the responsibility of the reepectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-cones/ye environment, TRANS ID' LINK design bads be implied to any component. and are for'dry condition"of use. 5.CompuTrua has no control over and assumes no napensibiBy ler the B.Design assume.M beading at all supporta shown.Shim or wedge If fabrication,handling,shipment and installation of components. nates EXPIRES:12/31/2015 B.This design Ie furnished subject to the limitations est fade by T.Design assume.adequate drainage is provided. TPIWTCA In SCSI,copies of wfilch Wil be h,nt shed upon request. S lines ns:a;;with(o,M�;nter Ih nes. °ftme,,and placed.a their center November 30,2015 MO ek USA,Inc./CORIpUTnl6 So(M2re 7.6.6(1L)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design value.sae ESR-1311,ESR-7888 NITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 68 2-4=(0) 0 TC: 2x4 KDDF #16BTR LOAD DUSPAIED I24R0ASE C 1.15 2-3=(-91) 63 BC: 2x9 KDDF #SLBTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12^OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIP 0'- 0.2" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -7/ 621T 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= C0.002 L @ -1'-: L L0.0"/24 Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133^ MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 7 3 -/ MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" ,' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. 0 m 0 c lt.7 j,_ FrA111111111111 -/0 M-3x4 1 1-00 2-00 1-11-11 (PROVIDE FULL BEARI NG;Jts:2,9,3 , ��, PiQ 6'0 mss, �NGIN � /0.1.. 4t89200PE' 'r' JOB NAME : 3413-D POLYGON NW - SJ2 .1' ►"C! %a--' Scale: 0.6592 . 1 4 . WARNINGS: GENERAL NOTES, unless otherwise noted. + OREGON ,� 1.Builder and eredbn contractor Mould be advised of all General Notes t.Thio design Is based only upon the parameters shown and Is for an Indbldual ,yy Truss: S J2 and Warnings before canetrudlon commences. building component.Applicability of design parameters and proper ,le**Y� F�j r 2.2t4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibAlh of the budding designer. T vy, 3.Additional temporary bracing to Insure stability during aonstruclbn 2 Design assumed me top and bosom dronte to be roWnoaterally bncetl at A y is the responWWIty of the eredor.Additional permanent bracing of. 2'o and at to o n.such a vply woods braced throughout melt ongm). R E L\-:n{VJ 7Acontinuous 10 AAng such ti eplytwotl sheaved throu bout t dryweg(th b DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. 3.23:Impad bridging or lateral bracing required where show++ 4.No load Mould be applied to any component until afterlig M adng and 4.Inatallaaon of iniad Is the responsibility of the respective contractor. SEQ.: K 15 613 31 fasteners are complete and al no time should any bads greater than 5.Des gra assumes IMeea are o be weed In a non co ma ve enwronm.nt, destpn load"los applied to any component and are for^dry condition"of use. r��/� t� TRANS ID: LINK6.Design auume.full bearing at lig supports Wove,.Shim or wedge if EXPIRES:12 71/201 5.CampuTrus has no control over and assumes no responsibility for the mcamry. 5 fabrication,handling.shipment and Installation of components. 7.Design essumee adequate drainage is prodded. November 30,2015 6.m.design Is furnished subject to the(imitations set forth by e.Plates shat be located on both faces or truss,and placed so anir center TPI/WICA In SCSI,copies of vetch will be furnished upon request. lines coincide with jolts center lines. 9.Digits Indicate sire of plate in incites. Wee USA,Ino./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values we ESR-1311,ESR-t gag(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1613TR TRUSS SPAN 11'— 6.5" GOND. 2: Design LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR I checked for net(-5 psf) uplift at 24 "oc spacing. SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF INC 2012 AND IEC 2012 NOT BEING MET. Gable end truss on continuous bearing wall EON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 E7 3 N O I N C 2 N I IPP 01 p 1 I // ///LU/l//ULU//l//////////LU////l////////////////////////////////////////////////////I 0 M-3x4 4 J. l 1-00 11-06-08 l ? p PR pF�c(� t4G1NES- ,( 44 2 89200PE �t JOB NAME : 3413—D POLYGON NW — P1 Scale: 0.5806 ]''�., WARNINGS: GENERAL NOTES, unless eternise noted: .."1 •'S Truss: P 1 1.guilder and erection contractor shouse be advised of e)General Notes 1.This design Is based only upon the parameters shown and Is for en individual V OREGON and Warnings before construction commence•, building component.Applicability of design parameters and proper 40 4 2.Dao compression web bracing moat be installed where shown., Incorporation of component Is the responsibility or the building designer. � � .. 3,Additional temporary bracing to bears stebley during consntction 2.Desitin assumes the top and bottom Hartle to be'bomb braced et ,/ti ,a 4 DATE: 11/30/2 015 is the responsibility of IM Broder.Additions'permanent bracing of 2 o,d,and at 10'a.c,respectively uoess braced throughout their length by - ,/ + `� the overall structure Is the rosponsibUity of the building designer, continuous sheathing such as plywood sheaming(TC)and/or dryweg(BC), /�y�/J_ yyy-� SEQ.: K1561332 4.Na bedsiqutdbeappledto•raycam 3,2a Impact bridging orenlbndngrequiredwhereshown.. L][)ILA- DATE: . component untA eller al bracing and 4.Installation of truss Is the rosponsiblIty of the respectNe contractor. /'i fl fasteners am complete and at no time should any loads greeter than 5.Dealgn assumes trusses are to be used In a ncncorosive environment, TRANS I D: LINK design bads be applied to any component and an for%dry condition.'of use, 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes hal bearing at all supports shown.Shin or wedge If EXPIRES:12/31/2015 nceasery.fabrication.handling,shipment and installation of components, a b This design furnished subject to the limitations set forth by 7,Design assumes adequate drainage Is provided, TP W17CA in SCSI.copies of which Mil be furnished upon request. B InePlats coincides shale With joint cenocated on ter lineth s.of Wss,and plead so their anter November 30,2015 MiTek USA,Inc./CompuTrus Software 7.67(1 L)-E B,Digits Indicate sire of pats In Inches. 10,For basic connector pate design values see ESR-7311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBERSPECIFICATIONS TRUSS RAT SPAN 3'- 11.7" 1-2=(-85) 64 1-3=(0) 0 TC:: 2x9 KDDF NSLBTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. BC: 2x4 KDDF W1fieTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE 0,- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) DL ON BOTTOM CHORD = 10.0 POE 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) TOTAL LOAD = 42.0 POE 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9.00 MAX BC PANEL LL DEFL= 0.002" @ 1'- 0.1" Allowed 0.054" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001^ @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 11 10 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 A0 O 10E20 30020 0 M-3x4 1, y .. 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:1,3,2 I 4/ PRO (� �cc\c' tiN `�E ' f© . 't' 89200PE v JOB NAME : 3413-D POLYGON NW - SJ2X Scale: 0.6561 l OM•' 1. Cr WARNINGS: GENERAL tin is b, unless otherwise tis nnet. y4. ' OREC�©N�p, ��✓ I.Binder and erection contractor should be advised of el General Notes 7.This design b based only upon the parameters shown end la for en individual t' Truss: SJ2X building component.Applicability of design parameters and proper Ljn,: „t, A �`. and Warnings before bowing commence,. Incorporation of component Is the responsibility of the bolding designer. V T 4 4 2.2t4 compression web bndng must be Installed where shown+. 2.Design assumes the tap and bottom chords to be laterally braced al a fJ. 3.Additional temporary bracing to Insure Nobility during construction T cc.and N 10 0.0.respectively unless braced throughout their length by RIO- DATE: �'l v+ Is the reaponslbillly of the erector.Additional permenent bradng or continuous sheathing such as plywood shesihIng(TC)end/or drywal(BC). 1 V DATE: 11/30/2015 the overall endure lathe responalbity of the building designer. 12<Impact bridging or lateral bredng required where shown++ 4.No load should be applied to any component uNl ager al bracing and 4.Installation of truss is IM responsibility of the reeped.e contractor. SEQ.: K1561333 %Meilen are complete end at no time should any toedsgreater than N.Dedgessues.Imsssearetobeusedmanonnerodvs.nmronm.nt and an for'dry condition.'of use. EXPIRES:12/31/2015 TRANS I D: L INK design keds a applied to any r and assumes 6.Design assumes full bearing at sly supports shown.Shim or wedge If 5.CompuTns hes no control over end assumes no roeponalbllty for the necessary, fabrication,handling,shipment and installation of components. 7,ledgeassumes adequate drainage is prevlded. November 30,2015 IL This design is furnished eublect to the limitations set forth by 8.Wess ehal bee loo joint on �h faces of tens,and placed ss their center TPBW1CA k SCSI,copies of which veil be furnished upon request. 9.Digits indicate sire of plate In Inches. ME est USA.Inc.ICOmplTrus Software 7.6.6(1L(-E 7 I.For bedc connector plate design values see ESR-1311,ESR-7888(M:Telq This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-779) 147 6-7=(-229) 672 3-7=(-739) 202 3-9=( -98) 90 7-4=(-194) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -77/ 610V -47/ 136H 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) ** For hanger specs. - See approved plans- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP platin 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ABS BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 T f .y' f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 v M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 S -,, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l load duration factor=1.6, Y End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 N O O Ln . agliggill N � I lam O Jl e M-3x4 M-1.5x3 M-3x4 7 01 y y 6-02-02 5-04-06 1 l 1-00 11-06-08 4(Y‘ 6,0 PF�p �6s �NCaf►V,��/4 /0 cn,44 89200PE 9c JOB NAME : 3413-D POLYGON NW - P2e �,.e- Scale: 0.9181 sa WARNINGS: GENERAL NOTES, unless othervdsa rwtatl. Truss P2 f Builder and erection contrectershould beadvised oldgGeneral Notes 1.This desgnlabased only upon the parametero -I:0:6- OREGON ty: and%%mings before construction commences co building mponentApplicability of design parameters and proper ,y 2.2a4 compression web bracing must be installed where Mown Incorporation of component Is me responsibility or the building designer. "T j �r �` 3.Additional temporary bracing to Insure stability clued'construGlon 2 Design sesames the top end bottom chords to he laterally braced at _T 1" +`e1 Is Me responsibility of the erector.Additional peeranenl bracing of Z o.c.and et ea10'o.c.respectively plywood.braced Throughout melt langlh by �(� y {'y DATE: 11/30/2015 the"vena structure la me responsibility of the building designer. 2e Imp continuous sheathing or such asbracing re ehealh iter.)and/or tlrywal(8C). t+ �,V 3.2v Impact staging or lateral bradng required where Mown a.. C l3 R �„ SEQ.: K 15 613 3 4 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is IM responkblAry of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CempuTrue has no control over and assumes no responsibility for the H.Designcsn assumes rue bearing al all supports shown.Shim or wedge If EXPIRES:12131./2X15 y. fabrication,handling,shipment and Installation of components. 7.Design aawnros adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center November 30,2015 TPLWlCA In BCSI,copies of which wig be furnished upon request. lines coincide with joint center linea MiTek USA,Inc.ICompUTrus Software 7.6.7(1L}E 9.Digits Indkate ske of plate In Inches. 10.For basic connector plate design values see ESR-7377,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-447)3 209 6-4=(-126) 98 WEBS: 2x4 KDDF STAND LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0^ LL = 25 PSF Ground Snow (Pg) 0'- 8.5" -43/ 364V -30/ 10OH 5.50" 0.58 KDDF ( 6 ) 8'- 8.5" -43/ 364V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 BC PANEL LL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.349^ MAX BC PANEL TL DEFL= -0.204" @ 4'- 4.2" Allowed = 0.465" 4-06-06 3-10-06 0-`03-12 '� I MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 12 4.00 17 M-1.5x3 Design conforms to main windforce-resisting 4 6 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), ...... !Iill load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5X3 Truss designed for wind loads in the plane of the truss only. N I N ✓� m N li fI 1li 1 . -r 0 2�� o M-3x4 M-3x4 l l 8-03 0-05-08 l y 1-00 y 8-08-08 < 9ç0 P R o i`�s �NGIN fi' raW JOB NAME : 3413-D POLYGON NW - P3 Scale: 0.5204 to ///41P 1.BuNG?S: GENERAL NOTES, unlessotherwise noted: T. A OOEGOl,l�� /s i.Bulder and eredbn contractor should be advised of al General Note. 1.This design is bawd only upon the parameters atwwn and Is for an Indwldual t OREGON��VV �V Truss: P3 and Warnings before construction commences. building component.AppllobWtiy of design parameters and proper 2.2r4 compression web Mdng court o installed where shown*. AN Incorporation of component 1s me responsibility of the building odgner, ''.0 y 4 s 2•� `}'" 3,Adelonal temporary bracing to Insure stability during construction 2.Design assumes the top sor bottom charts to o latently bread at V / ,�y y Is me respondbllby of the erector.Additional anent bradsof 7 o.e.and at l s a.c.rsash as ply s Mod throng end/or rhelr sl)Bl). Iy['w�R!I+ v perm g oonrmu nd aneathbg such as plywood.braced t rou eneror drywsA(th b 'C: 4+ DATE: 11/30/2015 the overall*Woe lathe responsibility of the bulding designer. 3.2i Impact bridging or lateral bracing required where shown++ S E K 15 613 3 5 4.No load should be applied to any component untl aver al bracing and 4.Melded.of le the responsibility of the reepedhe contractor. Q•: fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive envkanment, design bade be applied to any component. end are for"dry condition"of use. TRANS ID: LINK8.Design assumes AMbeadngatalauppartsshown.Shimorwedgeit EXPIRES:12/31/2015 S compurnro has no control over and.enemas no responsibility ror m• neceawry. fabrication,handling,shipment and installation of components. 7.Design assume.adequate drainage is provided. November 30,2015 8.This design b fumlsirod subject to the limitations wt forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWV1CA In BCSI,copies of which wig be furnished upon request. 9.OnDies oinoide indicate with joint of plate erinelines. MITek USA,Inc./Come-fres Software 7.6.7(1L)-E 10.For bads connector plate design values we ESR-1311,ESR-7988(Utak) 4 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" ICOND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. TC: 2x9 KDDF #1E3TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR - SPACED 24.0" O.C. Design conforms to main windforce-resisting TC system and components and cladding criteria. LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LI.) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 POP Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss oncontinuous bearing wall SON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 -! ti N O M 2 N N O 1 _� AS o M-3x4 4 l l y 1-00 8-08-08 (} PRQ 44, 89200PE v'' JOB NAME : 3413—D POLYGON NW — P4 Scale: 0.63294111111F� / le WARNINGS: GENERAL NOTES, unless°thanes.noted: /`Y. Truss: P4 1.Builder and erection contractor should be advised of al General Notes 1 This design 1.based Dory upon the parameters shown and is for an Individual "S^l,'� OREGON Q� I e. and Warning.before construction commences. building component.Applinabilry of design parameters and proper / ^�/ 2.Nba compression web bredng must be Insialletl where shown 4. Incorporation of component is the responsibility of the building designer. ,I A� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and Oely unless choles to be lelerely brecetl at rb '9 14, V Is the responhbilay of the Credor,Additional permanent bradng al 2 o.c.antl at 10 o.c.r,unh as stysads braced throughout their length by v �` DATE: 11/30/2015 the overall structure Is me responsibility of the building designer. continuous sheathing such as*mod /ter,)and/or rhyme(BC). '✓/ 3.D:Impact bridging or lateral bracing required where shown++ ,6-i R1 • SEQ. : K 15 613 3 6 4.No bad should be applied to any component ural alter el bredng and 4.Installation of truss is the respone@ilty of the respective contractor. fasteners are complete and at no time shout.]any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design leads be applied to any component. and are for"dry condition.'of use. S.CompuTrus has no coarol over end assumes co responsibility for the 8 Deceeaign ase assumes full bearing al all supports Mown.Shim or wedge if EXPIRES; .12/31/2015/ 1/201 fabncetbn,handling,shipment and installation of components. Design eryasumea adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shallbe located on born faces of truss,and placed so their ceder November 30,2015 TPVVWCA in SCSI,copba of Milch wit be furnished upon request. lines coincide wtih Joint center lines. MITek USA,loc.lCompuTrus Software 7.6.7(114-E9.Digits indicate etre of plate b inches. to.For basic connector plate design values see ESR-1311,ESR4Be8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 5'.- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 RODE ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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= 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -/ MAX BC PANEL TL DEFL =-0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" /12MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads w in the plane of the truss only. 0 0 coIaIo 1 1 1 y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Its:2,4,3 I �CO{. GIjv._f ��S/ Gt- :9200 P E c'' JOB NAME : 3413-D POLYGON NW - S J 3 Scale: 0.5345 WARNINGS; GENERAL NOTES, unless :„.li. Cr the parameters shown and is for en individual OREGON �`G/ Truss: S J3 and Warnings before construction commences. balding component Applicability of design parameters and proper t �� 2.2t4 compression web bracing muAbs installed where shown�. A. Incorporation of component Is the reeponelblilty of the building designer. ✓�/� J� 1 4 e 3.Additional temporarybracing to Insure stabilityduring canebuclbn 2 Design assumes the top and bottom chore to a laterely braved at t/ la the responsibility the erector.Additionpermanent bracing of 7nc.ll0end at10 eahint respectivelyunsexbraced(TC) ndlout maksl(B length by (. �� lY ofcontinuous sheathing such es plywood sheathing(TC)antl/or tlrywaAlBC). DATE: 11/30/2015 the overall structure la the responsibility of the balding designer. 3.2t Impact bridging or lateral bracing required where shown 4.No bed should be applied to any component until after al bracing and 4.Installation of truss la the responsibility of the neapectNe contractor. SEQ.: K 15 613 3 7fasteners are complete and at no time should any bads greater than 5.Design assumes trusties are to be used ins noncorrosive environment, design beds be applied to any component. and are for'dry condition"of use. TRANS ID: LINK 8.Design eawmesfail bearing atalsupports shown.snmorwedge if EXPIRES:12/31/2015 5.CompuTrus hes no control over end assumes no responsibility br the m-..ry, fabrication.handling,shipment and lndalletlon of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design h famished'object to the Ilmlations set forth by 8.Plates shall be bated on both faces of truss,and placed w their center TPI/MICA In SCSI,copies of which coil be furnished upon request. 9.tree oincidIndice with Joint of Mateterlline.. DMITek USA,lrnc./CompnTres Software 7.6.6(1L)-E 10.For bade connector plate design values no.ESR-1311,ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 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 MEIDimensions are in ft-in-sixteenths. 11%6. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-1/16' IIMIHIEMIIIMimmmimgE2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I p bracing should be considered. 2 r O iO 3. Never exceed the design loading shown and never a U stack materials on inadequately braced trusses. O2liallilite » c 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cs6 designer,erection supervisor,property owner and plates 0-1nd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available to Wei(20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless 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 Southern Pine lumber designations are as follows: 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 SYP represents values as published specified. lide by text in the bracing section 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, BEARING or less,if no ceiling is installed,unless otherwise noted. ..."..• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®Ali Rights Reserved approval of an engineer. numb17.Install and load vertically unless indicated otherwise. ® Min sizeber shownwhere is for crushingearingsoccur.oMN 1111111 ler 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metalnly. Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. lre is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013