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Plans (404) 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. ` REO PR Ope 74GtN4\ 87022PE c— o <0,A), OREGON cP 4U� O 4/8ER 11 \-"O Os A. HER4Pe• EX' ' :06/30/ 1 November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility� of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399 UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 p-in-1411 ID:zs2ygYHMYItL_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhg1 HMTHTkUyEzqd 1 11 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-0-8 1 1-6-0 I Scale=1:36.4 3x4= 5x5= 4x8= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N -1\ \Mlir lir 111FAI&Ilr 'llIAIELNIF„Hi&-lir .\\Iir - . 1.4 B ~ O 3� k _ 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 II 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 11-1 o I 18-6-8 I 21-4-0 1-1-0 17-5-8 7-9-8 Plate Offsets(X,Y)- 11:Edge,0-1-81,112:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Inc: NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(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=-742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=-1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=-31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=-728/0,15-25=0/567,13-25=-725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4 2,0 P ROFe. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �"\ NG)NEF .0 at the bearings.Building designer must provide for uplift reactions indicated. �,\ !G R 29 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 870 2 P E l 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5 N� N 11/ LOAD CASE(S) Standard ��'0� a.REG N q� ) 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 0 '`�/s ER Q� Uniform Loads(plf) s A HEN- Vert:22-35=-8,1-21=-80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 I I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall (■ building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* ek" 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/TPII QuaBty Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996178 PL15-399_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYIt1_Z1p9y12tlyAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0-0 1 1 1-1-10 II 1-2-0 1 P7-211 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • , a y e_ a o_ -� e_ •e • e_ a_ • e- a o o a o e a •c -ae 30 29 28 27 26 25 24 23 22 21 g 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4 = 14-2-2 I 13-0-2 13-7-2 1 19-11-4 1 13-0-2 0-7-0�7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-278610,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=4122/0,12-13=-3586/0, 13-14=-3586/0,14-15=-3053/0,15-16=-3053/0,16-17=-1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `���� P R OFFss ��5 ��GINEF9 �O 2 �� 87022PE 9<- yN N N GAJ, OREG N rl�„sit/ A. HER EXPIRES:06/30/2017 November 30,2015 8 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M. Design valid for use only with MiTeke connectors.Tha design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated n to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' a 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 ID:zs2ygYHMYltLZ1 p9y12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxYj2RW7KpyEzga 1 1-10-8 1 0-1r 1411 1-0-0 1 1 1-2-0 11 1-0-2 I 1 1-3-12 I 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= .3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 it 0t 'e . t olI,?,\ /\ /N \/ IN. ' 1 e e _a- = = -_ It:A ea 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 1}5-14 1 19-7-0 1 22-4-12 1 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- (12:0-1-8,Edgel,113:0-1-8,Edgel,(35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 114 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 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(lb)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=-1563/0,11-12=-1563/0,12-13=-1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 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. P R 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���0 OFF 3)Refer to girder(s)for truss to truss connections. 5, Cyt NE `ScS/ 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �� �N 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 9 be attached to walls at their outer ends or restrained by other means. 870 2 P E c 6)CAUTION,Do not erect truss backwards. i o U) N - tC‘4:>, OREGON rye 40 .pO ��BER \1 �p �s A. HO; EXPIRES:06/30/2017 November 30,2015 I 4 .r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7473 rev.1G/032016 BEFORE USE. Design valid for use only with Milek®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 the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/m1 Qualify°Beds,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. CitrusHeights.CA 95810 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-nO7W08aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgz 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2,0-0 1 1 1-2-0 11E61112_1 Scale=1:37.1 3x4=- 1.553 1.553 II 4x8 = 3x4 II 3x10= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 m e / wog e e -a 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 I I 3x4= 3x6= 3x4= 1 2-11-0 I 21-3-0 1 2-11-0 18-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft 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.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, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=-2337/0,10-11=-1912/0,11-12=-1912/0,12-13=-1912/0 BOT CHORD 22-23=-1154/0,21-22=-1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=-553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ����D P R OFess �c`'co �N+j`iNEF9 io 2 87022P- �f— i CV '0j`OR GON rq, Opti o' MBER OS A. HO; ‘•4P EXPIRES:06/30/2017 November 30,2015 4 5 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE*1647473 rev,10/03/2015 BEFORE USE. " Design valid for use only with Mitek®connectors.This design B based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate th6 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/1PI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996181 PL15-399 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:27 2015 Page 1 I D:zs2ygYHMYIti_Z1 p9y12t1 yAg???-GChubUbB RXynKygdxu3JysDkxvagMwBOV I?EPhyEzgY t1rL 11-D-0 I 0 1-2 ^7' 11-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e e o e_ o_ a o b ° o o e_ / '\ / N / N / N / \- / N-/ \ a\ , mow/ N. I" - igy 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-if 1 21-4-0 I 14-4-14 0-7-0D-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],(27:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=4554/0,14-15=4554/0,15-16=-3935/0,16-17=-3935/0,17-18=-3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=-20/270,17-25=-1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �...D P R OFFS attached to walls at their outer ends or restrained by other means. '� ' <ccsI. �N(',I NEC- ' N /9 X029 87022PE r �y Aj, OREGO t4/SER OSAHE EXPIRES:06/30/2017 November 30,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/0312015 BEFORE USE. '" Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building 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 �8 '! building design.Bracing indicated is 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 property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus l eights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15399_UPPER F06 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 10:56:29 2015 Page 1 ID:zs2ygYHMYItI_Z1 pgyl2tl yAg77-CbpfO9dRz8CVaGpO3J6nl HIBciLmgIUJz2ULTayEzgW 1-10 6 I o 1^1 1-0-0 I 1 1-2-0 I 1 1-0.2 I 1 1-3-8 I 1-6-0 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N D'/ a ow,/41)61133/ N /9 NL =. 1::4 1 2 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$-5-11 I 19-7-0 I 22-7-8 I 2-1-8 10-9-6 7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- (12:0-1-8,Edgej,(13:0-1-8,Edge),(35:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) lldefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=-258/0,6-7=-1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11=-1570/0,11-12=-1570/0,12-13=-1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 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. P R 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �� GINE R.0 wo 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to C?\ N F be attached to walls at their outer ends or restrained by other means. Qi9 5)CAUTION,Do not erect truss backwards. C 870 2 P E - c<` ./ OREGO �(- �N O "PO AMBER 'V\O P S A- HEY' EXPIRES:06/30/2017 November 30,2015 4 t mil a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ekt connectors.This design is based only upon parameters shown,and is for an individual building component,riot " 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` 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/T911 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996183 PL15-399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYItI_Z1p9y12t1yAg??-8 wPRrehVISDpZzOAj8F6iNRgWMGlmibQMzSYSyEzgU 10-10-0 1 l5 I 1-2-0 111-7-1C110-9-0 10-9-0 11 0-9-0 10.9-01l05-0109-0 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 I 7,.._ r wwwwirr Irv/ _\ 'nu O e- MI .i 39 38 37 36 35 34 33 32 31 30 29 28 27 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 18-9-141 1 20-2-0 I 13-2-14 b-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),F18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid 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 IBC2012ITP12007 (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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,45=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=3881/0,10-11=-4177/0,11-12=-4177/0,12-13=-4200/0, 13-14=-4200/0,14-15=-3978/0,15-16=-3978/0,16-17=-3978/0,17-18=-3617/0, 18-19=-3075/0,19-20=-3075/0,20-21=-2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=-1112/0,2-39=0/1003,4-39=-897/0,438=01796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=-277/0,24-26=-1072/0, 2427=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,1432=-268/42, 16-32=-317/0,17-32=0/880,18-29=-1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �6tED P R OFF. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. Co '`G(NE S� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 1G` E,4 0..0._. be attached to walls at their outer ends or restrained by other means. G[/ 87022PE c ul CV - �'oj, OREG•N c)5' „..,14/ O OS A. H.# EXPIRES:06/30/2017 November 30,2015 4 1 mil. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 Mibek" 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 Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss Truss Type City Ply POLYGON R45996184 PL15-399_UPPER FO8 Floor 1 1 Job Reference(optional) Pacific Lumber&Tess Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page I f��f��d ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-cAUneBfJG3a4R)YbkRfUfwwfswMSl6HtfOR4vyEzgT r 1 1-10-8 1 "`II 1-0-0 1 1 1-2-0 11 10.2 I 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 • e- Fr.:: :1,9 '- W.W\Nr\-'X N 9/ \ / \- .Z'\07' 'N-9 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 17-5-1 1 19-7-0 I 224-11 I 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-11 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 (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.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 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=0/771,433=-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. �_`0O PROFFs 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. NGj �NGI EFR s/� 4)CAUTION,Do not erect truss backwards. ,� 2 'r 87022PE of N y �'oj OREGO ti� �� •P 4/'4I ER \ \-'Q A. HE?, EXPIRES:06/30/2017 November 30,2015 i / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/I-7473 rev,10/03/2015 BEFORE USE. 1111" Design valid for use only with Mitek€connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Qua0ly Criteria,DSB-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 Cites Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL1S-399_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 ID:z52ygYHMYItI_Z1 p9y12t1 yAg??-YZcY3thaoggogl izsshykL?yk(zsV6H26KB69nyEzgR a1� 10-84 11 1-2-0 I Q-7-1rtl l 0-9-0 I°-9-0 l ID-9-0 l 0-9-0 I l s D l 0-9-0 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;: : a eea �� 0' 0 e- 0' 0' < •0' 0 O' a_ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 ,266 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5= 3x5= 4x5= 4x5= 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1l-0-121 1 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 1'17:0-1-8,Edge],1118:0-1-8,Edge] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 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, 2324=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=-910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=-291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=-713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �,s0 P R ares 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 '` .o be attached to walls at their outer ends or restrained by other means. ��N Co 'l NEER /4 _ 87022PE / �y SAT OREGO ti�Q <(/ <(/HAMBER \\ A. Heck EXPIRES:06/30/2017 November 30,2015 i I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 8(11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design u 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/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 13/" Center plate on joint unless x,y P Y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury M. Dimensions are in ft-in-sixteenths. 111114‘, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'1/16" 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O 111111101 O bracing should be considered. IM,111lop O �� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. P_ tell 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�e C6-7 csv designer,erection supervisor,property owner and plates 0- t ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ,./A Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ...,".••• 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 111111111111 14110 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, il'e Ie 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 11110 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 341 3-B REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. (g,0) PRQp GINE'44, cR cc 89782PE 9� OR p'.',c,. Ir PA C� UL November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #15BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -- -- BC UNIF LL( 0.0)+DL( 40.01= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.01= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 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, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads f 43208 43208 f in the plane of the truss only. 12 12 6.00 pM-4x6 . M-6x6 "6.00 2 in E n o 4 17, , 1** 5 6 ** 4 i I O M-3x5 M-3x4 M-1.5x3 M-3x5 0 ; l 1 1 5-08-08 3-10-12 5-06-12 .1, 15-02 ,C, 14G N fic��`�/0 89782PE t" JOB NAME : 3413-B POLYGON NW - Al Scale: 0.4009 'fir IOW WARNINGS: GENERAL NOTES, unless otherwise noted' GI �"rJ I.Balder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for en individual "is OREGON h . Truss: Al and Warnings before construction commences. building component.Applleabltty or design parameters end proper / IP 2.be camprewlon web bracing must be installed where ehown« Nr bcorporatbn of component is the responsibility of the buWing designer. �..[1� GA y 5 ✓ y._'' 3.Additional temporary bracing to Insure stabRty during consirudbn g Design tisanes the top end bottom dee ler to be throughout braced et 7 ''77'• VV• is the responsibility of the erector.Additional permanent bracing of 2'o.c.,au el td o c.reach,,plywood Mesa braced Ihmughoul IMir length by `� DATE: 11/30/2015 the overall structure is the responsibility of the building de continuous sheathing or lateraeaedng re uiret where 0drywaA(BC). �. 1'L g signer. 3.a<Impact btldging or lateral Ondrp required where shown*. hJ 1+. SEQ.: K 15 6117 4 4.No bed should be appged to erg component ural ager all bracing and 4.Installation nstals awfftrnssis is the are ste responsibility nen�psnovev tra er. raeteners Sr.complete and at no time should any loads greater man and Designassumes ss rrre cooeees of cos. TRANS I D: LINK design bads be applied to any component. E Design assumes full bearing at all supports shown.Shim or wedge If 5.Compurrus hes no control over and assumes no responsibility ler the -e„ry. EXPIRES: 1.2/31/201'6 fabrication.handling,shipment and lnetalletion of components. 7.Design assumes adequate drainage le provided. November 30,2015 8.OM design is furnished subject to the limitations set forth by 8.Plates Mag be bested on both feces of turas,and placed so their comer TPINVECA m BM,copies of which will be furnished upon request. Anes coindde With Joint center line. S.Digits Indicate she of pate In Inshes. MITek USA,Ino./CompuTrus Software 7.6.6(1L)E 10.For basic connector plate design values see ESR-7311,ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) "* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main n windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,r '1 '( load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 IIsi-4X4 Q 6.00 in the plane of the truss only. 4.0" 2 7 1.1 in rn I of 1«r 4 "` 3 1 o M-3x4 M-1.5x3 M-3x4 0 J. J. 1 7-07 7-07 y 15-02 y �ci's� �`G NE 9 i0 44/Ch `* r � 4t7 897821E r JOB NAME : 3413-B POLYGON NW - A2 Scale: 0.4009 8411, ---4e<.. tom' WARNINGS: GENERAL NOTES, unless otherwise noted. 44 7�dry Cy /^r/�yu' 0 1.Balder and erection connector should be advised of all General Notes 1.This design h based only upon the parameters shown and Is for an individual OREGON V �'" Truss: A2 and Warnings before construction commences balding component.Applicability of design parameters and proper F. 1 2.2x4 compression web bracing must be Installed where show i. incorporelbn of component lathe responsibility of the balding designer. �' A[y '1� 3 Additional temporary bracing to Insure stability during construction 2 Design and s/IN IM lop end bottom chortle to be laterally braced at by s'I Is the responsibility of the erector.Additional permanent bracing of continuousasheathing such as plywood sheathing/TB)and/or drywall)ely uNess braced throughout their BC). '+ V DATE: 11/30/2015 the overall structure is the respandbllty of the balding designer. 3.2x Impact bridging or lateral bracing required where show++ PA'U L 'N' SEQ. : K 15 6117 5 4.No load should be applied to any component ural alter al bracing and 4.Installation llatltruss triss the e areata nsisibilryuse /the in a noncontNsienactor. t, fasteners are complete and at no time should any pada greater than 4.Designand assumes are for"dry condition"of use. T RAN S I D: LINK design beds be applied to any component. 6.Design assumes full bearing at aA supporta show.Shim ar Wedge If c�/ 12/31/2016 n A /�{y� 5.CompuTrus Ms no control over and assumes no responsibility ler the esmry EXPIRES. I2/i7 1/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design h furnished subject to the limitations set forth by 6.Plates shad be located on both faces of truss,and placed ea their center TPINJICA In SCSI,copies or which coil be furnished upon request. toes colndde with Joint enter lines. 9.Digits Indlele she of plate In inches. MITek USA.Inc./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESS-1311,ESR-t985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1391 5-2=( -216) 1310 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x9 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -196/ 818V -57/ 194H 5.50" 1.31 KDDF ( 625) •" For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.091" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 .' 1' 1' Q Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 M-1.5x3 4 -/ Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, II End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x6 r00001111111 2 o 0 4 0 ...411111111111111 fillco0 dirild.111111MIIII II _111111 o l,..... S 6 I o M-3x4 M-3x8 M-4x8 l l +12109 +6374 l 4-00 4-00 y 8-00 y 40.0 ‘fe.i,,ED PRQ/2 8"782PE <" • JOB NAME : 3413-B POLYGON NW - AGIRD ' • 4' • Scale: 0.9610 ., I�» WARNINGS: GENERAL NOTES, unless otherwise noted Fr, OREGON l�� '� 47 1.Builder and erection contractor should be advised of aA General Notes 1.This design is based only upon the parameters shown end Is for en Individual .1 OREG OI Y (^� Truss: AGIRD and Warnings before construction commences building componentApplicability of design parameters and proper / C)'wS Z.2a4 compression web bracing must be installed where shown+. Incorporation of component Is the reeponalbAlty of the building designer. 11:091....(1.4R .9 ai�y V { r`" `. 3.Additional temporary bracing to Insure stability during canehudlon 2 Design nd.assuII'the top and bottom shows to be laterally braced at "l a1.r f GY. lathe responsibility of st.erector.Additional permanent bracing of 7 o.e.and et a e.c.each C plyely unless braced throughout their length by continuous sheathing such ea plywood sheathing(TC)and/or drywa8(BC). A I 'L ^�" DATE: 11/30/2015 the o.eral etradnre R the responsibility of the building designer. 3.z«Impact bridging or lateral bracing required where show,.+ v'9 l,/1w SEQ.: K 15 6117 6 4.Ne road should be applied to any component until after el bracing and 4.Design Installation Ation oofnro.ls Is n me the.n�abiiltye n.erespdtve on adroor nem, fasteners are complete and at no time should any bads greater than design bade be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 5.Compurrae hes no control over end assumes no responsibility forth. 6,Design assumes fun bearing et el supports siwwn.shim or posits it EXPIRES: 12/31/2016 fabrication,handling,shipment and inetalatkn of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of trues,and placed.e their center TPIMTCA in SCSI,copies of whkh wit be furnished upon request. Anes coincide with joint center lines. S.Digits indicate ala of piste in inches. MTek USA,Inc.fCompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-12135(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.1521-2=( _ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. - = -4250)2- 2-9-( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 'I' ' MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 17' MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. t i rigio oI 1 2�� �, -f M-3x4 l ,L y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ii ,,,r„.. , 4GINE4c� /p Ltr z 897823E �r JOB NAME : 3413-B POLYGON NW - AJ1 , Scale: 0.6771 ,. [/ MN WARNINGS: GENERAL NOTES, unless otherwise noted Truss: AJ 1 anilder and d Warnings before constrn ruuctioor onn commenceuld be vesetl aid General Notes building componeThis design Is nt.dAppm�bmry of parameters eparameters ewn nd pproopen individual 7r y OREGON Qay 2.2x4 compression web bracing men be healed where shown.. Incorporation or component I.the responsibility a the building designer. 'I/511...41A i` (�1' 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom cholla to be Wordy bra<b et Y '� V b the responsibility of the erector.Additional permanent bracing of Dec.. and at 1O o c respectively unciae braced throughout their length by ` DATE: 11/30/2015 the overall structure Is the responsibility of building de continuous sheathing such as piward sheethchars)and/or drywall(BC). �" \ sport ty o g signer. 3.2x Impact bridging or leteral bracing required where shown+" • /�U L.. SEQ.: K 15 6117 7 4.No bed Mould be applied to any component until after all bracing and 4.I eallatien of buss Is the responsibility of the respective contractor. fasteners are compete and at no time should any Peds greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment. T RAN S I D: LINK deugn loads be appled to any component end are Pr'dry=Mod'of use. 5.Com Trus has no control over end Sesames no res S.Design assumes full bearing at sA support.shown.Shim or wedge if EXPIRES: 12/31/2016. W responsibility for ssary fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 a.This design is furnished subject to the limitations set forth by S.Plates shall be routed on both aces of trues,and paced so their center TPIANTCA P BCSI,copes of kWh WI be furnished upon requestlinea coincide with joint center lines. MiTek USA,Inc./Com Trus Software 1L 7.6.6 9.Digits Indicate etas of pate In Inches. Iw ( )'E 10.For basic connector piste design valves see ESR-131 t.ESR-198w(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1013TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 396V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50^ 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" f 'I' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N in O ��'_i� 0 M-3x4 l l l 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 4c(, D PR°Fess c. ,NGINE�6) ©� 89782PE r JOB NAME : 3413-B POLYGON NW - AJ2 • ,, • Scale: 0.6196 /, WARNINGS: GENERAL NOTES, unless otherwise noted: S/ (� /^r/'�(�� �(1) 1.Builder and eredbn contractor would be advteed of al General Notes 1.This design Is basad only upon the parameter.shown and is for en Individual •'?.•OREGON EG©I Vry O Truss: AJ2 and Warnings before construction commences. bolding componentApplicability or deOyn parameter.and proper u" , rt .,„C:) 214 compression web bndng mud Na Installed where shown.. Incorporation of component Is me responsibility of the building designer. +'(J "%41 p''s A 3.Additional temporary being to Insure medley eulng 00.0001)0 2 Design assumes the lop end bottom dorms to be laterally Meed at I 'l✓r7 Y NI r�.. Is the responsibility of tlhe.000,.Additional permanent Md r 7 0.0.and at 10 o.c.respectively udess Mced throughout their lengm by upon ng o continuous sheathing such es eningplyswod sheathing(TC)end/or drywall/BC). ./1..1 1 L Ck N. DATE: 11/30/2015 the overall structure is the responsibility or the building designer. 3.2,Impact bridging or lateral bribing required where drown.. �'{V L• SEQ.: K1561178 4.Nobedshouldbeappliedtoanycomponenturalalterelbr•dngand 4.anetslnt��o�a•I. responsibility smensiused tthIn a respective contractor. !adenen&are complete and at no Ilea should any bads greeter than g TRANS ID: LINK design bads be applied to any component. B and arelorarycondition" u M,mfus..supports B.Compurnn has no control over and assumes no responsibility for the Design assumes °• pp° EXPIRES:. 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage I.provided. November 30,2015 e.This design b furnished subject to the limlallons set forth by B.Pates shall ce Na located on both faces of buss,and placed so their nter TPWKCA In SCSI,copies of which coil be furnished upon request. Ines coincide Mb(oint center lines. 9.Dyes indicate sire of plate in inches. MTek USA,Ine/CompuTruB Software 7.6.6(1L).E 10.For basic connector plate design values see ESR-1311,608.1980(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDI/Cq=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 ROOF N1f:BTR SPACED 29.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -57/ 902V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 --i Design conforms to main indforce-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.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I r7 o f 1 C II� o of 1 ► 4 M-3x4 y l y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3 (� c>NGINF�f4 f�-L - 89782PE �1'` JOB NAME : 3413-B POLYGON NW - AJ3 • 1 �' ' • Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwise noted: (,+. BuNder and erection contractor Truss: AJ3 and Warnings before construction commencesuld be . bulging of all General Notes bbulging c mppos d MaApplkebit of design parame n and only upon the parameters shown and iproper Individual L OREGON�Q� qie 2.2a4 compression web bracing must be installed where shown+. Incorporation of component Is me roapor�slbulry of the budding designs. �� elA `�: �A. 3.Additional temporary bracing to Insure stability donne construction 2 Z a.n.and el t o the taped bosom chows to be througaterallyhout braced at ! , Is the reaponsiblldy of the erector.Additional permanent bracing of T o.c.ad et t 0'c.c.respect pty unless braced throughout their length by _ALT continuous sheathing such as plywood sheathing(TC)end/or drywaRBC). .n, '.+t �`` DATE: 11/30/2015 the mend structure la the responsibility of the budding designer. 3.h Impact badging or lateral bracing required where shown++ u L SEQ.: K 15 6117 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina nan.eorroslse environment, TRANS ID: LINK design lads be applied to any component. and are for"dry condition"of use. 5.Campania has no control over and assumes no responsibility for the 6.Design assumes full hoeing at all supports shown.Shim or wedge 11 .EXPIRES: 12/31/2016 fabrication,handling,shipment ad Installation of components. 7.Desiassumes necessary. 6.This design is fumiahed subject to the limdetions set fodh by B.Plates shall be located uoneboth faces drainage lo s trrusls,sed placed so their center November 30,2015 TPI/WTCA In BCSI,copies of which wig be furnished upon request. Ines coincide with joint canter lines. Wee USA,Inc./Com uTrus Software 1 E 7.6.6 B.Digits Indicate size of plate in inches. D ( E to.for basic connector plate design values sea ESR-1311,ESR-t988(Mirk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 Pop DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.95 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ 01-) 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.091" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 I;P' MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a Truss designed for wind loads o in the plane of the truss only. 1 I ,-I I rn 0 v 1 ism. 5�� 0 M-3x9 ; l k l 1-00 6-00 1-05-15 'PROVIDE FULL BEARING;Jts:2,5,3,4 IF �uc7‹o �GINE6-6, )0 4t` 89782PE pr JOB NAME : 3413-B POLYGON NW - AJ4 • -,1 . • Scale: 0.5437 / - / \ _4.. WARNINGS: GENERAL NOTES, uNese otherwise noted: C/' / y`y 1.Builder and erection coMrador should be advised of all General Notes 1.This design h based only upon the parameters shown end N for en IndMMual �.y / OREGON Truss: AJ 4 and Wamhge before construction commence. building component.Applicability of design parameters end proper f�yl /V. tr 2.2x4 compression web orating must be installed where shovel+. incorporation of component N the responsibility of the building designer, 1"(44111 .d� A IG 3.Additional tmporory bracing to haute stability during construction 2.Design 001 t I P the tap and bottom chords to h laterally a tin W al 77 "l�Y '�J Is the responsibility of the endor.Additional permanent orating of 1 o.c.end al 1 O o.c.respectively unless braced throughout thele length by continuous sheathing such as piyweud ahethhg(TC)end/or NywaMBC). '/I(I L '�' " DATE: 11/30/2015 the overall structure Is me reapondbgiry of the building designer. 3.2x Impact hedging or lateral bracing required where shown•+ r"{V 1.. SEQ.: K 15 6118 0 4.Na toad.head be applied to any component GM.ger all bracing end 4.Installation of t trusses Isssthe respo eiNbe of the osnppeo tin.contractor.eel, fasteners are complete and at no thne should any loads greater man and:emoome'dry mums of tob. TRANS ID: LINK design loads be applied to any component. B.Deaen.numee rail bearing at supports Shim or weegeif B.CompuTrus Ms no control over and assumes no responsibility for the ua„ry. EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of componecte. 7.Design assumes adequate drainage is prodded. November 30,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,end placed ea their anter TPI/TCA in SCSI,copies of which w1$be furnished upon request. lines coincide with joint center line. 9.Digits Indicate she of piste In Inch. ,. MiTek USA,Ino./CornpuTrus Software 7.6.6(1L)E 10.For basic connector plate design values see ESR-1311,ESR•iSaS(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=1 -61) 965 2x6 KDDF #16BTR T2 SPACED 29.0" O.C. 2- 3=(-5997) 1190 10-11=1-1319) 6879 10- 4=1 -231) 1943 BC: 2x6 RUDE #1&BTR 3- 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-5910) 1106 12-13=1-1598) 5946 5-11=1 -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-6898) 1924 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-3907) 761 12- 6=1 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=1-4912) 831 6-13=1-2514) 598 8- 9=(-4445) 895 7-13=1 -259) 1590 -----"-------------------------- -- LL = 25 PSF Ground Snow (Pg) 13- 8=1 -55) 304 NOTE: 2x9 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.90 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 9.0" 27'- 6.0" -912/ 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. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL= -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11 11-06-10 7-11-11 load duration factor=l.6, '' 4' Q '( inuthe ss dplane efor wloadsind ofthetruss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T 4 +598# T f T f 1 12 12 6.00 p M-5x12 M-4x10 M-3x6 M-4x10 Q 6.00 s�9 v Nlla T2 *11% lk M-1.5x3 M-1.5x3 1 2 10 11 12 13 **9 0 o M-4x10 M-3x10 0.25" M-4x10 M-3x10 l 0 M18HS-7x14(5) M-1.5x3 y y 1990# y y y r� , Q PROF 7-04-12 5-01 2-08-04 4-11-04 7-04-12 . S 1-00 27-06 :9782PE JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2244 WARNINGS: GENERAL NOTES, unless otherwise noted rr (,/' OREGON /+A X47 Truss: B 1 1.Builder and erection contredor should be advised of all General Notes 1.This design k based only upon the parameters Mown and is for an Individual -p OREGONn and Warnings before construction commences. building component.Applicability of design parameters and proper V� 2.2i4 compression web bradng must be Installed where Mown+. incorporation of component Is me reaponsibgliy of the building designer. .r:f� C!A h`_ I( V 3.Additional temporary bracing to insure Nablllly during construction 2.Design and at Ip s o.top and bottom chords is be Wendythroughout braced al 77 )' 'l al Y J Is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10 we.respectively unless braced throughout their length by DATE: 11/30/2015 the overall ahudure is the respansibNiry of the building designer. continuous sheathing such as plywood sheathing(TC)end/or drywaA(BC). P'A U L. ;- J.Zr Impact bridging or lateral bracing required where shown++ SEQ.: K 15 61 18 2 4.No bad should be applied to any component until seer all bracing and 4.Installation of buss is the are sty of the respective contractor. fasteners are complete and at no time should any loadsto be used In a noncorroelva environment and are for"dry condition"of use. TRANS ID: LINK design toads be applied to any component. e.Design assumes NHbearin9at 5supportsshown.Shimorwedgeit EXPIRES: 12/31/2016 5.CompuTrua hes no control over and assumes no respanaiNkty forme necascary fabrication,handling,shipment and installation ofcomponente. 7.Design assumes adequate drainage is provided. November 30,2015 S.This desgn is Iumiehed eubled la the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI NTCA in SCSI.copies of%Sikh wry be furnished upon request. lines coincide with Joint center lines MiTek USA,Inc./Com uTrus Software 7.6.6(11)-E o PerDigib sis indicate eke of platein inches. P1.PorbaMccaaBe t plate design values see ESR-1311,ESR-7 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=) -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x9 KDDF STAND 3-4=(-1408) 392 6-7=( -44) 104 6-3=( -114) 568 LOADING 6-9=( -506) 2308 TC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -394/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIP Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '', fir' ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '., Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" ' nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" \/�/ 9" oc in 1 row(s) throughout 2x9 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HO RIZ. TL DEFL = 0.005" @ 7'- 10.3" .. For hanger specs. - SRe approved plans 6-02-11 1-09-05 1 Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. 1 4 4 4 12 Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 010, 4 - 10 el M-3x6 N ~ @@ HANGER BY OTHERS TO APPLY CONC. I LOAD(S)EQUALLY TO ALL MEMBERS. 0.0 I I 0.11111#1 I I I I I I I I I I 1 I I 9 ii-4 I I I I I I I I I IIII I P rill i-i A14 <,-, t taill111111111111111111111111111_111111111112112 _, I 1�� 5 6 7 o M-3x4 M-3x4 M-7x8 M-3x8 1210# +637# ,, +2330# , 3-00 2-09-12 2-02-04 J• 8-00 y .v,cO PROpp_c, y * ��AGi N �R 199 . 8.782PE c' JOB NAME : 3413-B POLYGON NW - BGIRD //,/ "' �\\- /� Scale: 0.9699 .P 1.' --44. WARNINGS: GENERAL NOTES, unless otherwise noted: L/' I.Balder and erection eonhactor Mould be advised of dA General Notes 1.This design Is based snip upon the parameters shown and Is for an individual ,$ 174,4 V REGON Q ,.. Truss: BGIRD and Warnings before conduction commences. building component.ApplkabdtyX of design parameters and proper Z 214 mrnpro.slon web bracing must be Installed where shown a incorporation of component is me responstbllty of the bidding designer. �Q�4 iG 3.Addllon.l temporary bracing to insure stability during construction2 Design assumes the top and boson,chorda to be lalenity bated at TT -e 1 J Is the responsibility of Me erector.Addkonal permanent bracing of continuous asheemingrsuch as pNwo d sheathing(TC) die drywal(unless braced throughout their BC). '- DATE: 11/30/2015 the oven)structure Is the responsibility of the balding designer. 3.2<Impact bridging or lateral bracing required where Move♦• A-U y... ` SEQ.: K 15 6118 3 4.No load Would be applied to any component anti after all freeing and 4.Installation citrus.I.the Sr. be used of b.em spectN..nmctor. rat fasteners are ramplete and at no time should any bads greater than Design assumes m. TRANS ID: LINK design bads be applied to eny component. 8.andanctor'tly JI Ma nisalsu supports Shinn or we if 5.CampnTrus has no control over and assumes rw responsibility for the w n assumes g Cl pW �• EXPIRES: 12131120 t V 7 l� t fabrication,handlhq,shipment and installation of components. 7. necessary. esign assumes adequate drainage is prodded. N OV Q.mbar 30,20 1 5 8.This design is banished subject to the limitations wet forth by 8.Plates shal be located on both faces okras*.and placed so their center TPIM/TCA In SCSI,copies of which nil be furnished upon request. Ines coincide with)sire center lines. 9.Digits indicate We of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E tO.For basic connector plate design values sea ESR-fait,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN l'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -74/ 248V -4/ 36H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 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 "cc 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. 3 Wind: 190 mph, h=19.4ft, 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 Truss designed for wind loads o in the plane of the truss only. ro 2 ' o 1 o �� o 0 1 M-3x4 l 1-00 l 1-0o y ( f���+PF�Q�cs 'PROVIDE FULL BEARING;Jts:2,4,4 ' �+tj V�GIN � /^1 V` ✓ !Y tJ Q4t,y 8'782PE �r JOB NAME : 3413-B POLYGON NW - BJ ' /-�\✓ Scale: 1.1073 / '' ' a• „ . WARNINGS: GENERAL NOTES, unless otherwise noted: �� Ci' 1.Builder and erection oontrador should be advised of all General Notes 1.This design h based only upon the parameters Moro and Is for an individual 17/1,OREGON a' Truss: BJ and Warnings before construction commences. building component.Applicability of design parameters and proper �yaqO Q" 2.ase compression web bredng must be installed where shown e. Incorporation or component I.me rsspoMleuity of the building assigner. ,{r 1(� 2.Design assumes the top and bottom chords to be laterally braced et .("1. �J'y y:7 '4 3.Additional temporary bracing to insure stability during construction 2 rose and et 10'v c.respectively unless bawd throughout their length by ,r/r. T v N the responsibility of the eredor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P"/''11/b UL .c DATE: 11/30/2015 the owerel structure is the reeponeality of building designer. s.2.Impact bridging or lateral bradno required where shown.. 1.. SEQ.: K 15 6118 4 4.No mad should be applied to any component until after eI bracing and 4.Installation of truss is the respondbinty of the respectNe contractor, fasteners are wordete and at no time should any toads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. /'�JI] JJry/'� CompuTrue has no control over and assumes no responsibility for the 6.iDieecsiee�a aeumee full bearing at a0 supports shown.Shim or wedge if 5. EXPIRES: 12/3.1/2016. fabrication,handling,shipment and Installation of components. ry 7.Patesgn ab. ted aabedthinage Is cesotRaee,a November 30,2015 8.This design Is furnished subject to the limitations set forth by e.Plates shag be baled an both incase!truss,end placed so Ihek venter TPUWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. es. MTek USA,Inc./Com uTrus Software 7.6.71L E o For DigiteIsic indicate We pluteinign values P ( )• 7 S. For taint connector plate design values see ESR-1311,ESR-7088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 50 2-15=1-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF #1&BTR T2 2- 3=(-12816) 3050 15-16=1-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x9 KDDF #1&BTR LOADING 3- 4=1 -8746) 2256 16-17=(-1950) 7802 16- 4=1 -12) 594 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=1-2496) 9360 4-17=1 -622) 82 204 DF 2400F A; TC UNIF LL( 50.0)+DLI 14.01= 64.0 PLF 0'- 0.0" TO 39'- 0.0" V 5- 6=( 0) 0 18-20=1 -108) 404 17- 5=( -330) 2134 2x9 KDDF 111&BTR B TC UNIF LL( 100.0)+DLI 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=1-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 39'- 0.0" V 7- 8=1 -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"OC. UON. 8-10=1 -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 966.7)+DL( 130.71= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=1 -6138) 1702 19- 8=( -388) 1234 ____ -- _ 11-12=1 -6882) 1862 20- 8=1 -724) 422 NOTE: 204 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=1 -6899) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=1 0) 50 21-10=( -196) 942 --- 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0^ 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 39'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members Cu..). Join together 2 ply with 3"0,131 DIA GUN _,.. nailsstaggeredat: � s9" c 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 bottom chords, XX 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed= 0.100^ MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed= 1.654" ,7/, MAX TL CREEP DEFL =-0.613" @ 13'- 9.7" Allowed= 2.206" 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed= 0.100" 2-09 f '-09-121 0-0r6105 -08-08��3-04-02 1 f 4-OS-08 MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed= 0.133" � 'I' ' ' 1' 'f"1 ' 'f Q f I '1' MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" ,f -M-4x4+ 1' .+597.30# M-3x8 I. +597.30# 12 1' 12 Design conforms to main windforce-resisting 6.00 D Q 6.00 system and components and cladding criteria. M-5x6+M-r3x6� M-sx6+ .M-3x6 Wind: 140 mph, h=22.4ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1.,1-5x6 Truss duration factor=1.6, M-9x10 M18HS-5x16 ��. 11111,111.„ ` Truss designed for wind loads in the plane of the truss only. M-3x9 = 9 M-1.5x3 M-3x8 2 M-2.5x4 or equal at non-structural diagonal inlets. 3 ,., M-4x10 _,_"&__ a.Qe, B _� o o - ,400,..r...10,7;-"."-- ��t�15 16 17 r 19 S � o M-3x4 M-3x8 0 18 20 7,t 22 \9 ,1,M-1.5x3 M-3x10 0.25 M-3x8 M-3x8 to 0 M-7x10 a 3.75 M-5x8(S) 12 Jy y l ), l ), l l "�' A`G N '• ',y05-082-09-122-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 a9 y 1 y l l . 17 yo�os-oe 10-09-08 20-09 1-00 • 782PE C.• 1-00 34-00 1-00 • JOB NAME: 3413-B POLYGON NW - C1r. illf Scale: 0.1478 /752 C..., '•ill' •"EGON WARNINGS: GENERAL NOTES, unlessennerwise noted: Lr +/. •2�' ��, 1.Builder and eredtn contractor should be advised tial General Notes 1.This design Is based only upon IM parameters shoes and le for en mdvldwl `.".[). Vn y� Truss: Cl and Warnings before construction commence. building component Applicability of design parameters end proper 7 4 A J t‹j- 2.204 cnmpreeeinn web bracing mud be installed where shown+. incorporation of component Is the responsibility of the balding designer. V 3.Additional temporary brachy b more daddy during construction 2 Design assumes the tap and bottom chords to he laterally braced at er [�� le the responsibility of the erector.Additional permanent bracing of continuous c. rasheathing such es eplywood eneething(TCry unless Mead )andbrdryxel(BChout their Nngth). /•, s. DATE: 11/30/2015 the overall structure Is the responsbliy of IM building designer. 3.24 Impact bridging or lateral bradng requlnd where Moes++ SEQ.: K 15 6118 6 4.No load should be applied to any component until ager all bradng and 4.Installation of truss NON responsibility of the respective contractor. fattener.are complete and al no time should any beds greater then 5.Design assumes busses are to be used Ina non-corrosive environment EXPIRES: 12/ / 1 6 design loads M applied to any component. and ere for' condition.of use. TRANS ID: LINK 5.CompuTrrushes noconbclover and assumes noroeponsibiliyfor the e.DaegneeeumesNlbeenngataAaupponaMos.Shmorwadgelf November 30,2015 mcefebrbalbn,handling.etpment and Installation of components. gn se T.Designeshal b elo adequate drainage ags le ptruss,an 8.This design Is furnished subject b the gmealbne tet brih by B.Plates abet be located on both teres of hues,and placed so IMI,center TPIMTCA M BCSI,copies of which will be furnished upon request. Ansa coincide with joint center linea. 9.Digits indicate size of plate in Inches. MITek USA,InciCompuTrus Software 7.6.6(1L)-E to.For bask connector plata design values see ESR•1311,ESR-1988(MITek) �I 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 81413TR LOAD DURATION INCREASE = 1.15 1- 2-1 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF 8100TR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=1-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 POE 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=1 0) 50 LL = 25 POE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) 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" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net1-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0,0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HOREZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 f f 1 Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T f T T T T 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 00 p 1,11-4X6Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,(,( in the plane of the truss only. M-5x6(5) ` M-5x6(S) 0.25"+�. � 25„ M-1.5x3 M-1,5x3 n rn 0 0 1 c ra � 10 11 12 \ o 1 M-9x9 M-3x4 0.25" M-3x4 =M-4x4 1 M-5x8(S) R,c,O PROFe k y ), ) y co4., GINS 6> y y 8-09-04 8-02-12 8-02-12 8-09-04 y y c;\ ' FR �-7 1-00 34-00 1-00 4t. 89782PE Y` .. JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 'I 1 WARNINGS: GENERAL NOTES, unless otharwlee noted. C.,sd1 ,y(�''gy�p /'y 1.Builder end erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and Is ler an individual 7' U R EGON ^I S Truss: C2 and Warnings before construction commences. budding component Applicability of design parameters and proper / 1J 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the budding designer. .T (J/f y t v.. A 1= '� 3.Additional temporary bracing to locate stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 'l(^� J Is the responsibility al the erector.Additional permanent bracing o1 2'o o and at 15 o c respectively unless braced throughout their length by [{,� continuous sdgIng or such as plywood sheathing(TO)and/or drywall(BC). •- p/(UL "0 DATE: 11/30/2015 the overall structure Is the reeponelbNlty of the building designer. 3.21 Impact bridging or Inters!bracing required where shown•+ 1+. SEQ.: K 15 6118 7 4.No road should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective soMrador. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, design loads be applied to any component. end are for-dry condition-of use. y �t 12/31/2016(} / /'�.4 TRANS ID: LINK 6 Design assumes full bearing at ell supports shown.Shim or wedge if EXPIRES: 2/31/2 J 1 5.CompuTrue has no control over and assumes no responsibility for Me cacasse, fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TP WYTCA In SCSI,copies of which will be furnished upon request. Nees coincide with joint center lines. 9.Digits Indicate oke of plate In Inches. Mi rek USA,Ina./CompuTrus Software 7.6.6(1L)-E /0.For basic connector plate design values see ESR-1371,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1IBTR SPACED 24.0" O.C. 2- 3=(-9872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x9 KDDF STAND 3- 4=(-2797) 590 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 9- 5=(-2106) 491 19-15=( -8) 54 4-13=( -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)011( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD = 42.0 PSF 7- 8=(-2276) 486 13-15=( -149) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=) -301) 1073 LL = 25 PIP Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -235/ 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 = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed - 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed= 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" f MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 4 4 4 T T '1 1 T 12 12 Design conforms to main windforce-resisting 6.00 7" IIM-6x6 Q 6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 .I'-,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t4 load duration factor=1.6, M-1.5x3 M-5x6(5) Truss designed for wind loads 6 in the plane of the truss only. M-5x6(S) 0.25" 0.25" 14 M-1.5x3 8 M-3x6 M-3x8 o Oe=T o A- �1_ 12 13: sn D •� Cr 1'- M-3x4 0 14 15 15 114,0 a\ I M-5x8 o M-5x8 M-4x8 0.25" =M-4x4 I oM-5x6(S) -43.75 M-1.5x3 ylz , , l , l :.c(} PROs • l 2-05-08y 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 y l �' GIN E� ser,, 1-0Q-05-08 10-09-08 20-09 y \ti 00 b, {C. R '37 34-00 89782PE r JOB NAME : 3413-B POLYGON NW - C2-C • 1 j/ . • Scale: 0.1602 ,/ --... WARNINGS: GENERAL NOTES, unless oth.rwiee noted r✓" 417 /'y(�� 1.Binder and creation contredor should be advised of al General Notes 1.This design h bard only upon the peremelers shown and Is for en 1041vidual OR EG OI Y (�� vr Truss: C 2-C and Warning.before construdbn commences. bolding component.Appllnbility of design parameters and proper /4�F. `•a 2.284 compression web bracing must be Installed where shown 0. mcorporelbn of component Is iha rosporlbANy of the building designer, '9 RY 'titr 6 3.Additional temporary bracing W Insure stability during canet^wtlo^ 2.Design assumes Ars top end bottom chords to be througMerelyhout braced el Is the responsibility of the arodor.Additional permanent bredng of T o.c.and at 10 c.c.respectively unlaee braced Ihrouphod mak length by conttnuous sheathing such as plywood sheethhg(TC)and/or drywaAlBC). PA..1 11 '" DATE: 11/30/2015 the overall structure le the responsibility of the bolding designer. 3.Zs Impact bridging or Ntenl bracing required where shown a 0 v l'= SEQ.: K1561189 4.No load Mould be applied to any component untl after al bracing and 4.Design Installation ofImes u.».ee analto bebllly l l espectaivve contractor. nn bar. fasteners are complete end et no time should any loads greater than TRANS ID: LINK design bads be applied to any component. 8 are for dry nibearingora sesupports enown.snlmanwed wedge 5.CompuTrus hes no contrel over and assumes no responsibility for the ;;pry;^~• ' EXPIRES: 12/31/2016. fabrication,handling,shipment and In•talletlen of component". 7.Design names adequate drainage Is provided. November 30,2015 8.This design Is furnished witted to the limitations set forth by 8,Plates shall be located on both laces of truss,and placed as their center TPNNICA In SCSI,copies of which MI be furnished upon request. Are colndde with NM center lines. a.Digits Mi:eta air of pieta W Inches. MiTek USA,Int./CornpuTrus Software 7.6.6(11)-E IN.For basic connector plate design values as,ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x9 KDDF STAND 3- 9=(-1949) 999 11-12=(-263) 1708 11- 9=( -98) 542 LOADING 4- 5=(-1644) 990 12-13=(-420) 2151 11- 5=(-179) 99 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 990 13- 8=(-418) 2154 5-12=(-174) 99 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1994) 994 6-12=( -98) 542 TOTAL LOAD = 92.0 PIF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ---- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 0'- 0.0" -222/ 1592V -152/ 152H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -222/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HOAR. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting 1 f f I. system and components and cladding criteria. 7-03-09 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' ' T T T '1 1' (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 19-00 load duration factor=1.6, 4 ' 4 4' Truss designed for wind loads 12 M-4x6 M-9x6 in the plane of the truss only. M-3x4 12 6.00 4 5 Q 6.00 f a. r M-3x4 M-3x4 3 7 rev r7 0 0 ilcr 1•801! 6 1r ►ttlr 0 j O 10 11 '� 'f 12 13 • 8 of M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 =M-9x9 to M-5x8(S) M-5x8(S) o) PRoFe� y l l l l l (51 J• y 7-01-08 6-05-09 6-10-08 6-05-04 7-01-08 l l �.,,rj iNG�NER /° 1-00 34-00 1-00 .' :9782PE SC,,. JOB NAME : 3413-B POLYGON NW - C3 • y Scale: 0.1852 ,.a,, ,47.7:7::3 . 11111 WARNINGS: GENERAL NOTES, unless otherwise noted. c„.. //^�'��/'ylL� - I.Builder and erection contractor should be advised of al General Notes 1.This design b based only upon the parameters shown and b for an individual 9 E1,1�I V Truss: C 3 and Warnings before construction commences. building component.Appgeabillly of design parameters and proper 1//' yk? ' 2.291 compression web bracing must be Installed where Mown v. incorporation of component la the responsibility of the building destgner. '71"3 a'13 -4 a."y. Ab V ' '" 3,Additional temporary bracing to insure stability during construction z.Deign assumes the top ens bottom mane to be laterally braced at 77 ''ll/`Y :7 lathe responsibility of the erector.Additional permanent bracing of T o c and H 17 c.c.reepectNely unit's.braced throughout MO length by �y DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. continuous sheathing each as acingplywored air a where s ownand/+drywel(BC). • ("'A t �� 3.a imp..bridging or lateral bracing required where mown+, 1.. SEQ.: K 15 6119 0 4.No bed should be applied to any component until after all bradng end 4.Installation of taus le the responsibility of the respective contractor. fasteners are complete and at no time should any pada greeter than 5.Design assumes trusses are to be used in a noncornodve environment. TRANS ID: LINK design leads be applied to any component. end are for condition"of use. 5.CompuTrus has no centre over and assumes no reapenaibilily for the a Design amours col bearing.I all supports mown.Shim or wage n EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Design:sumesadequatedrainageisprovided. November 30,2015 e.This design le furnbhed subject to the Imitations set forth by 8.Plates anal be located on beth lanes of buss,end placed so their center TP WAPCA in BCSI,copies of which nO be furnished upon request. Ines coincide with Joint center Ines. Mitek USA.Inc./Com uTrus Software 7.6.61L Z I Dyna Isis consmer plateIngn vol P ( 1 9.Dor bade cote see f plate design values see ESR•1311,ESR•1 g8B(MlTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x9 KDDF STAND 3- 4=(-1944) 499 11-12=1-263) 1708 11- 9=1 -9B) 542 LOADING 4- 5=1-1699) 490 12-13=1-420) 2151 11- 5=(-174) 99 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1649) 990 13- 8=1-918) 2159 5-12=(-174) 99 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-1994) 494 6-12=1 -98) 592 TOTAL LOAD = 42.0 PSF 7- B=(-2528) 537 12- 7=(-570) 209 ____ 8- 9=1 0) 50 7-13=1 0) 289 NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.119" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0^ Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 T 1' . ,f Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), f f f f f f f load duration factor=l.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 D M-4x6 M-3x4 M-4x6 4 6.00 9 5 M-3x M-3x9 3 7 m ...aggigiii M _10. O O c 1 AA J IA/1 I 10 11 �I 12 13 `8 0 I 'M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 7:M-4x4 to Y p'�p M-5x8(5) M-5x8(S) `,L0 rR OFe.0 y y y y y y ��1 '' '''a1N�I ) s. . 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 . y ' )' 17 1-00 34-00 1-00 , 8•-!y p 82r� E PE r- JOB NAME : 3413-B POLYGON NW - C4 Scale: 0.1852 1 7 -+� WARNINGS: GENERAL NOTES, unless otherwise noted (y 11/'y 47 I.Builder and erection contrador should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual �j�-OREGON *s TrussTruss: : C4 and Wamhms before construdbn commence.. building component.Appllosbiley of design parameters and proper I frfV. `"i . . 2.2a4 compression web bradng must be instailad where shown o. incorporation of component Is the responsibility aline building designer. 11 4 y.. A 5 3.Addlbnel temporary bradng to Insure stability during construction 2.Design.scones me tap end bottom chords to be Toughy braced at -t Is the responsibility of the erector.Additional permanent bracing of 7 oh.end at iP o.c.sash u0 respectively unlace brecad throughout drr length by \l continuous us sheathing such ea pywaod sheathing(TC)endfor drywel(BC). PA I.1 L \ DATE: 11/30/2015 the overall structure lathe to soy responsibility of Me building designer. 3.2a Impact bridging or lateral pxdng required where shown.. _ �/1•^ 4,No bad should be applied to any component ante after al bracing and 4.Installation of Inns Is the responsibility of the respective contractor. SEQ.: K 15 61191 fasteners are complete end at no time should any bads greater then 5.Design assumes busses are to be used In a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. �/' { ry)rj.l(Y� .4/� TRANS I D: LINK 5.CampuTrus has no control over and assumes no reeponeibllry for the 6.Design assumes M19 bearing et all supports shown.Smm or wedge It EXPIRES:RES" 1 2/3 11/0 1 V fabrication.Bundling,shipment end InstallaBnn of components. 7.Designssumes adequate drainage is prodded. November 30,2015 6.Otis design is hrtntehed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA In SCSI,copies o/which v41 be furnished upon request. Inas colndde with loin center lines. B.Digits Indicels size of plate In Inches. MiTekUSA,lnc./ConlplTrus Software 7.6.6(1L)-E /0.For basic connector plate design values see EBR-7371.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/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3-12=1-179) 159 BC: 2x9 KDDF #18BTR SPACED 29.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=1-100) 628 WEBS: 2x9 KDDF STAND 3- 9=1-2272) 723 13-14=1-727) 2521 12- 6=1-649) 281 LOADING 4- 5=1 0) 0 14-10=(-660) 2140 13- 6=1 0) 291 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' 9- 6=(-1973) 679 - 6-14=1-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1-1973) 690 - 8-14=1 -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=1-173) 153 8- 9=1-2272) 738 NOTE: 2x9 BRACING AT 29"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 50 ____---------__'-------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1592V -109/ 109H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -297/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03f 5-00-05 4-02-05 3-01-03 4-07 5-01-08 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1' ' '1' 1' 1' '( T 1' load duration factor=1.6, 10-00 10-00 Truss designed for wind loads f T 7 f T in the plane of the truss only. 12 S 12 6.00 p M-4x6 M-3x8 M-4x6 Q 6.00 y 6 M-1,5x3 M-1.5x3 3 + + • no no 0 0 m 1 :< w' 12 13 'r 14 . 1 iM-4x4 M-3x8 0.25" M-3x8 =M-4x4 I M-5x6(S) ��OO PROpe,„ l l l l ) CV, y y 9-06-12 7-05-04 7-05-04 9-06-12 y y �N'` ,'0'4 ��R fpm 1-00 34-00 1-00 '`x' 'zg7$2P E -17r,, JOB NAME : 3413-B POLYGON NW - C5 . y Scale: 0.1852 ' WARNINGS: GENERAL NOTES, unless otherwise noted. (,w ` ` T YU S S: C S 1.Builder and erection comrador should be advised of a8 General Notes 1.This design Is based only upon the parameters shown end Is for an Indleldual '7 0. Truss: (mc. and Warnings before conehuction commence.. building component.Applicability of design parameters and proper / (y4 1.204 compression web bredng meet be Installed where shown 0. Incorporation of component Is the responsibility of the balding designer. .e U4RY -lb V.{}3 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom Malls to be throughout braced et 7 ^f la the respond/118y of me erector.Additional permanent bracing of T o c,and at 1G o c respectively unless bread throughout Meir length by - continuous sheathing such as plywood sheathhg(eC)and/or drywa8(BC). ,�,4 UL. .' DATE: 11/30/2015 the overall structure Is the respondbllty of the building deelgner. 3,2,Impact bridging or lateral bracing required where shown++ SEQ.: K15 611 9 2 4.No load should be applied to any component until after al bracing and 4.Installation abuse is the responsibility of the respedle contractor. fasteners are complete end at no time should any keds greater then 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design roads be applied to any component. end.re for condition"of use. yp p 5.CumpuTrue hes no control over and assumes no wepensibiliy for the 6.Design assumes MI bearing at ail supports shown.shim or weave If EXPIRES:RES: 12/31/2016. fabriatkn.handling.shipment and Installation of component.. 7.Dedgnassumes adequate drainage is provided. November 30,20 15 8.This design Is furnished subject to the Ilmeations set forth by 8.Pletes shall be located on both faces of truss,and placed so their center TPIINTCA In SCSI,copies of which 015 be furnished upon request. lines coindde with Joint center lines. 9. es. MTek USA,Inc./CompuTrus Software 7.6.6(1L}E N.Forrlbasic cots nn nectore sde ofplate platedenlgn uet psigc values see EBR-7377,ESR-1988(MITak) 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 ROOF #1&BTR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 2x9 KDDF #13BTR SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-539) 2521 11- 9=( -83) 628 WEBS: 2x9 ROOF STAND 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=) 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 92.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 ---- _ 8- 9=(-2509) 665 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED -- -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 39'- 0.0" -233/ 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/1B0 MAX LL DEFL = 0.002^ 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5^ MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 13-02-10 10-09-11 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 1 1 7 (All Heights), factor6,sed, Cat.2, Exp.B, MWFRS(Dir), load duration 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads 1' 1' 1' 1' 1' 1' 1' T in the plane of the truss only. 10-00 T T 12 M-4x6 6 M-4x6 12 M-3x8 6.00 p s Q FM.3X M-1.5x3 M-1.5x3 6.00 3 + + ol co c %: 1 ® nemii...... Ya' 11 12 r 13 \ o i 17.1,4-4x4 M-3x8 0.25' M-3x8 1:14-4x4 i o M-5x6(S) o LR`VC)�,` rRE P GI 1-00 9-06-12 7-05-04 34-00 7-05-04 9-06-12 1-0011 -.t• 19 0� 't 89782PE r' JOB NAME : 34 1 3-B POLYGON NW - C6 .. ,e''� `+"" • Scale: 0.1852 . WARNINGS: GENERAL NOTES, unless otherwlee noted: t/ �� 1.Builder and eredkn eenhedor should be advised or al General Notes 1.Ti,:,design Is based only upon the parameters shown and le for en Individual -? -OREGON Truss: C6 and Warnings before construction commences. building component.Applicability of design persmeters end proper /lee, K/V b 2.214 compression web bracing must be Installed where shown e. Incorporsibn of component Is the responsibility of the building designee ✓[J A p y. A 3,Additional temporary bracing to Imre stability during construction 2 Is bDedgas assumes IM lop end bottom chords to be laterally bncod et 7 "l J Is the responeiblity of me eredor.Additional permanent bracing of commuousashesming such se ply hews bread(TC)and/or their salel)Rgth). DATE: 11/30/2015 the overall structure Is the responsibility or the baldingdewiplyng re vire where sand,ordryvnl(BC).by ' p/l t rir + signer. 3.2a Impact bridging or lerorsl lowing required where shown.. �"'{ L SEQ.: K 15 6119 3 4.No road should be applied to any component until after al bracing and 4.InstallationInsstnoo�;s roapeonsibii be erye f eerwspectNea contractor. environment, fasteners are complete end at no the should any loads greater than end gra ewn,y coOaaes re to b. TRANS I D: LINK design loads be applied to any component. e.end gnare assumesndrycoil besting at all supports shown.Shim or Madge If yp /ry/ p 5.CompuTnee hoe no control over and assumes no responsibility forme EXPIRES:ES: 1 2/31/201 6 "°ry rebncetkn,handling.eldpment and Installation of components. 7. Design°""b"` drainage ""usk° November 30,2015 8.This tlesign le tarnished subject to the limitations set forth by 8.Plates shag be paled an both feces of truss,and placed so their center TPIN4TCA In SCSI,copies of which MI be Nmlahed upon request. lines coincide with Joint canter line. B.Digits Indicate she of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)_E to.For basic connector plate design velum see ESR-1311,ESR-0989 Weft This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-8988) 1824 14-15=(-1508) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"OC. NON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 694 9-17=( -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=( -68) 382 11-12=(-4012) 688 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _.,r ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. n/ 9" oc in 1 row(s) throughout 2x4 top chords, /7(v7(\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" MAX TL CREEP DEFL= -0.410" @ 13'- 10.8" Allowed = 2.206" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. T ' '' 'f Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-0110032-042-11-10 3-06-10 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), T 1' ' f f 1' ' ' '( '1 f load duration factor=1.6, Truss vedtiscialned)foxr e weixpd od dtso wind'8-00 +598# in the plane of the truss only. 12 M-5x8 8 M-5x8 12 M-3x9 M-3x4 ...4 6,00 p M-37{55 67 9 M-3x5 -Sr.]6.00 M-1.5x3 A- M-1.5x3 o Z. 1 ii o �� .r'' 14 15 16 m a..-• 'w O 17 18 \3 'o M-3x10 M-6x8 0.25" M-3x8' M-3x10 1 M-3x8 M-7x8(2) M-6x8 ��D PR�r�s 6-02-12 1-04� 9-05-04 y 9-05-04 1-04 J. y 6-02-12 y c ' �,� . �` ', /�1� �V��(�,.y�. 1-00 34-00 1-00 4 `'� ."� 8' r' • JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.1852 • a•97 ........... WARNINGS: GENERAL NOTES, unless otherwise noted Co"' � �� 1.Budder and emotion contractor should be advised of all General Notes I.This design Is based only upon the parameters shaven end Is loran Indlulduel 1%, ('�, Truss: C7 and Warnings before construction commence, building componentApplicability of design parameters and proper '��.i /- (y9 ' 2.Dt4 compressionttemporary web ra leg to ha be installed where shorn*. Incorporation of component Is the responeibdity of the building designer. .aJ CJs!}h a_ a= V 3.AtldHlenal temporary brocMg hems stability during construction 2 Design assumes me top and bottom chord°to be laterally braced al 7 �1 j"f Y �j Is the responsibility of the erector.Additional permanent bradng of 2 do and at 1G o.c.respectively unless braced throughout their length by ( V DATE: 11/30/2015 the overall structure is the responsibility f the build) dell mer. continuous ridging or such es plywood aired sheathing(TC)s and/or dryweA(BC) �A U 1+'... � o ng g 3.2x Impsct bridging or lateral brodrp required whets Moven+ii SEQ.: K 15 6119 4 4.No bad should be applied to any component until eller an bradllg and 4.Intonation of truss h the responaibldty of the roepedNe contractor. fasteners aro complete and at no time should any bade greater than 5.Design assumes trusses ere to be used Ina noncorro°Ive environment TRANS I D: LINK design pada be applied to any component. and are for"dry condition"et use. �/ p c 12/31/2016 ry fj d/ry/�{�R 5.CempuTrus has no control over and assumes no responsibility for the S.Design eeunr full bearing al all wppons shown.Shim or wedge if EXPIRES. 1 2/3 1/20 1 6 fabrication.handling,shipment and Installetion of components. ry 7.Design.8.be eefedneothtegelo ptrussed. November 30,2015 8.Thio design Is lumlahed subject to the limitations set forth by 8.Plates sisal ba located on both faces of trues,end planed so their center TPVWTCA In 8CSI.copies of which will be furnished upon request. linea coincide with joint anter lines. 9.DigitsIndicate elm of plata in Inches. MITek USA,Inc./Com uTrus Software 7.6.7 1L)•E 10.De,bac connector plate design values see ESR-1311,ESR-7888(MlTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 WEBS: 2x4 KDDF STAND 3-4=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 3-11-11 MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed= 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed= 0.226" 1' ' MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed= 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed= 0.173" 1 f 1 MAX HORIZ. LL DEFL= -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 0load duration factor=1.6, o Truss designed for wind loads II in the plane of the truss only. co411111111111111111111111.... o oddiglipirWMMEMMImm.-- geMM.mmwm.--__ M-3x4 v r 0 o I 2 ll' ill M63x4 0 M-3x4 M-3x5 ) ) l l 2-03-12 3-11-15 1-08-05 l ) l l PR 1-00 2-05-08 8-00 5-06-08 4,0 Opk. (PROVIDE FULL BEARING;Jts:2,4,7 I e6s4-GIN @'f` -44 17 &9782PE r'' , .-.....4e'• '. `-i' JOB NAME: 3413-B POLYGON NW - CJ2 r Scale: 0.5501 74,OREGON ©'��' WAFWINOB: GENERAL NOTES, untese omemlas noted 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the paramdars shown and Is for an individual ."ay ^ a- Truss: C J2 and Warnings before conduction commences. bidding component.Applicability of design parameters end proper 7 -1 J � i, 2.204 compression web bracing must be Installed where shown,. Incorporation of component Is the responsibility of the bolding designer. 3 Additional temporary brecNp to insure stability during construction 2 Design assumes the lop sot bottom chords to he Merely braced at AA U L. r‘ ,‘,,.\ b the responsibility of the erector.Additional permanent bracing of 7 ntiand o sa ne.thingrsuch es pywoed shee8tkq(TC)and/or drdrywall unless braced throughout their BC). /" . DATE: 11/30/2015 the overall structure le the responsibility of the bulling designer. 3.Fn Impact bridging or lateral bracing required where shown e n SEQ.: K1561195 4.No bad should be applied to any component cr04 age,ci blaring end 5.4.I MlateswofI.trusses sibGtydIncanespecivec environment, fasteners are complete and at no time should any loads greater mang EXPIRES:: 12/31/2016 TRANS I D: LINK design beds be applied to any component. and are for"dry condition'.of use. 5.CompuTrua has no central neer end assumes no responsibility for the 8.Design assumes MI bearing•t ell supports brown.Shim or wedge If fabrication,handling,shipment and Installation of components. nacesemry. November 30,201 5 7.Design assumes adequate dral c e is provided. k M 8.This design Mshed subJed to the ambitions set forth by 8.Plates shell be located on both faces of truss,and placed so their center TP W,'PCA in SCSI,copies of Mach WV be furnished upon request. lines coincide with Joint center Anes. 9.Digits mdloale size of plats in inches. Weir USA,Inc./CompuTrus Software 7.6.6(1L}Z 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 WEBS: 2x4 KDDF STAND 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 411V -22/ 1088 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5,50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "op spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" ,r ,' MAX TL CREEP DEFL =-0.039" @ 2'- 4.7" Allowed = 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" 12 MAX HORIZ. LL DEFL= -0.014" @ 6'- 3.7" MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 6.00 4 -/ Design conforms to maln windforce-resisting (0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), or. load duration factor=1.6, 0 M-4x6 I Truss designed for wind loads o in the plane of the truss only. 3 N co, MI O ...igaggilliirMMMEsm.w-__ er/WPwww..... o t :.' M-3x4 0 of 1 2� ME3x4 0 0 M-3x4 M-3x5 i l l l 2-03-12 3-11-15 1-08-05 l l l 1 VQ PRQj 1-00 2-05-08 8-00 5-06-08 ((`�`�'<<, C'k9(2 'PROVIDE FULL BEARING;Jts:2,4,7 I r1,`J � �� � � V 89782PE mi''' JOB NAME : 3413-B POLYGON NW - CJ3 / NW Scale: 0.5126 �� ''Q OREGON/ WARNINGS: GENERAL NOTES, tde.otherwise noted :,, •i I' 1.Balder anderectioncontrcdor should be advised of ell General Notes 1.Thle design Is based only upon the parameters shown end b for en Individual ",ry &41:1 rf 4R. Truss: CJ3 and Warningsbefore construction commences. buldingoomponenl Applicability of design parameters and proper 77 2.9r4 compression vile bracing must be Installed where shove:.-. Incorporation of component Is the reeponsiblly or the building designer. 3.Additional temporary bracing b el.*stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at PA UL R� Is the roapontobllily of the erector.440600.1 permanent bracing or 7 o.c.end at IS c.c roepectNely ueess braced throughout their length by DATE: 11/30/2015 the overalstructure lethe r.responsibility nMbuldl deal ner. nommuouaengoratentbas pybgreood requireeheathind ic.armordrywaN(ec) ails y o ng 9 3.2a Impact bridging or latent brcdng requlrctl wfiero shown• SEQ.: K 15 611 9 6 4.No mad should be applied to any component until after al bracing and 4.Installation of truss is the reepontblgy of the respectNe contractor. fasteners are complete and at no time should any mads greater than 6 trusses sesames ese.are to be used In a non-corrosive environment, end are for"dry eonanlon er use. EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. 5.Doe utrus Ms m control over and assumes no responsibility for the II Design assumes fall bearing al al support shown.Stem or wedge If fabrkation,handling,shipment and installation of components. necessary.seNovember 30,2015 6.This design Is furnished subject to the limitations set forth 7.Design b5 to adequate drainage b provided. M S.IncaPlatesshalliM milled on both faces of truss,end placed so their comer TPUWfCA In SCSI,copies of which will be furnished upon request. lige coincide with joint centerlines. 9.Digits be. .taste stn r of plate inches. MiTek USA,Inc./CompuTrus Software 7.6.6(iLfZ to.For beck connector plate design values see ESR-1371.ESR-195I3 Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 481V -30/ 1398 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -/ 12 Design conforms to main windforce-resisting 6.00 [7 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. en O O v M 1 O C i 1 2�� 4*:127441 o M-3x4 1 1 l 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 P R ( O QpF6 mac` 19 ; ins 4, o* ir :9782PE <' JOB NAME : 3413-B POLYGON NW - CJ7 y,� - ..id Scale: 0.5126 f WARNINGS: GENERAL NOTES, unless othennse noted: Co. R 1.Builder and erection centrador should be advised of al General Notes 1.This design Is based only upon the parameters shown and h for en individual �,yEGO I V O �. Truss: CJ7 and Warnings before construction commences. building component.Applkebillty of design parameters and doper -( / 4/ 2.2114 eomprewion web bracing must be Installed where shown• incorporation of component is the roeponsibRty of the balding dsalgner. +1J /1 r 3.Additional temporary bracing to Insure etabdity during construction 2 Design assumes the lop end bottom drove to be Morally braced at 7 �1 �! 7 hout their length by Is the responsibility/tithe Broder.Additional permanent bracing of 7 ntinuouson.and asheathingrsuch es plywood ehsethhp(TCeepedNely unless braced )and%or drywaA(BC). DATE: 11/30/2015 the overel ehudure Is the responsibility of the balding designer. 3.27 impact bridging or lateral bradng required where shown•n p"1 Li t- SEQ.: K1561197 4.Na toed.heotd be applied te erg eeepen.nt antleserd.b,edng end 4.o.rsitennaaffua.Nw.re�beblEy ith�e��aec contractor. fasteners are compete and at no time should any bads greeter than e TRANS ID: LINK design bads be applied to any component. S Design �nbr'dry 50 bearing ut ep su n.shown.Shim or wedge u E CampiTrua has no control over and assumes no reepenlbiMy for the assumes adoe EXPIRES: 12/31/2016 necessary. fabrication,handlIng,shipment andon of components. 7.Design assumes adequate drainage N provided. November 30,201 5 e.This design h furnished eub)ed to thea tehelimitations set forth by 8.plates shallbe located on tom facet of truss,and placed ea their center TPI'TCA In BCS',copies of which will be furnished upon request. lines coincide with Joint center lies. 9.Digits indicate size of plate M Inches. MiTek USA,Ina./CompuTfus Software 7.6.6(1L)-E 70.For basic aennedor plate design velues see ESR-1311.ESR-1958(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 #1EBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 901 7-6=( 0) 18 BC: 2x4 KDDF #1&18TR SPACED 29.0" O.C. 2-3=(-492) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-9=(-127) 105 3-8=(-805) 447 2x9 KDDF #16BTR A LOADING 4-5=( -10) 5 9-8=(-176) 156 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 BC LATERAL SUPPORT <= 12"OC. UON. 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'- 0.0" -80/ 973V -54/ 144H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed = 0.359" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 9.7" Allowed = 0.972" 1 11 MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 12 4 6.00 r Design conforms to main windforce-resisting system and components and cladding criteria. gdgil Wind: 190 : : :d t .2BDL0AS710(AllltEPBloadTane of the truss only. I 0 0 M-9x6 � 00 �8 o 1 ro �. o M-3x4 0 1 -=� MI3X4 0 M-3x9 M-3x9 M-3x5 • ), l ' ,I' 2-03-12 5-02-12 0-05-08 J. 1-00 y 2-05-08 y 8-00 5-06-08 1 ��j� GIN F�es,Sf0 ,� R 4" 89782PE V JOB NAME : 3413-B POLYGON NW - CJ8 ---.. Scale: 0.9751 ..fir �` ('�('� WARNINGS: GENERAL NOTES, unless otherwise noted: ::/�.. , OREGON (j- „.y,,. Truss: C J8 1.Builder and erection contrador should be advised of all General Notes 1.This design is based only upon Me parameters shown end Is for en Individual I. (41 ii 1 6 1V [}�[ end Wamings before construction commences. building component.Applicability of design parameters end proper 2.2e4 compression web bradng must be Metalled where shown 0. Incorporation of component Is the responsibility of the building designer. j,• 3 Additional tem Ry 2.Deign assumes the top and bottom MOMS to be laterally braced at `, PA ` temporary bracing to Insure stability during consirudlon 2 o.c and at 10 o c respectively unless braced throughout their length by UL T` Is the responsibility of the ardor.Additional permanent bradng of continuous sheathing such as phwwod sheathing(TC)and/or drywall(BC) DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or Neral bradng required where shown 0• SEQ.: K 15 611 9 8 4.No load should be applied to any component until after al bracing end 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes busses are to be used Ina non-corrosive environment, EXPIRES. 12/31/2016. design bads be applied y componentend are far" condNon"of use. TRANS ID: LINK g" 0 to 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrushasnocontroloverandassumesnoresponsibiNlyforthe November 30,2015 fabrication,handling,shipment and Installation of components. necessary. B.This design Is Nmlstned subject to me limitations set forth by 7.Design assumes adequate drainage Is provided. 8.Plates shag be located on both teas of trues,and placed so their center TRIA TCA M SCSI,copies of which AIR be furnished upon request. linea coincide with Joint center Tines. MTek LISA,Inc./Com Trus Software 7.6.6 iL Z 0.Digits indican size of plate m inches. Pu ( )- 10,For basic connector plate design values see ESR-7371,ESR-1988(Mask) 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 #l&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" f 1' 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ O M N O I o M-3x4 1 l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 4 �D PRQ e: '*,, GINE 9 fe 2- it" .97821E �r' JOB NAME : 3413-B POLYGON NW - J1 _ -tee -'1.1"Scale: 0.6001 ', - WARNINGS: GENERAL NOTES, unless otherwise noted. C/'' �40 1.Builder and erection contractor should be advised of all General Notes 1.this design Is based only upon the parameters shown and Is for an Indwaaal _ �j�• REG OI V O �, Truss: J1 and Warnings before combustion commences building component.Applicability of design parameters and proper -(r r� 2.2s4 compression web Miming must be Mailed where shown e. Inorpontbn of component Is the of the bolding designer. A[y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes ms top arid bottom chords to w MloHheerally broad al �7 _4 Is the responsibility of the erector.Additional permanent bracing of ontinousasheathing rosuch ces pptyywood unless throughout their length L �\:4 DATE: 11/30/2015 the overall structure Is the raeponsblity of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ �4 U SEQ.: K 15 612 0 1 4.No load should be applied to any component uetll alter a1 bradng and 4.Installation Design of truss is the responsibility te used in.e^a�rdra.c nmAran.mM, fasteners em complete and a1 o time Mould any Rads greater than end g e assumes s-dry t trusconditses are to use. TRANS I D: LINK maga hada be applied to any component. 6 Design assumes full bearing at al supports sitcom.Shim or wedge if 5.CompuTrua has no control over and assumes no responsibility for the nea„ary, EXPIRES: 12/31/2016 fabrication.handling,shipment and inete0etiun of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design h lomiMad subject to Me limitations set forth by 5.Plates shall be located on both feces of truss,and placed so their anter TPIWICA in SCSI.copies of which will be furnished upon request. lanes coincide with feint anter Imes. 9.Digits indicate sire of piers in inches. MITek USA,Int./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector pate design value.sae ESR.1311,ESR-1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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: LLL/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 = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" f f MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 N M O ix OI 1 - ► si. O M-3x4 l y l 1-00 !PROVIDE FULL BEARING)Jts:2,3,4 I 8-00 C;; 'Q :9782PE fit' JOB NAME : 3413-B POLYGON NW - J2 ,r Scale: 0.5751 '107 WARNINGS: GENERAL NOTES, unless otherwise noted: C/�1/75'3 /p /'y(� I.Balder and erection contractor should be advised of all General Notes 1.This design i based only upon the parameters shown and Is for an Individual 7� REGON >\. Truss: J2 and Warnings before conemrcllon commences. bullding component.Applkahlmy of design parameters end proper 9° 2.294 compression web brodng moot be metalled where shown.. Incorporation of component Is me responsibility of the bolding deeipner. .A 1,,q�},,. 15 3.Add8lonal temporary bracing h Insure stability during construction 2.Design assumes me top and bottom chords to be Wordy braced at 7 Is the responsibility of the erecter AddEonel permanent bracing of T o c.and at 10 o e respectively unless braced throughout their length by J continuous sheathing such as plywood aheathmg(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure lame responsibility of the brmaing de PA..0 signer. 3.25 Impact bridging or lateral brodng required where shown++ U M vs SEQ.: K 15 612 0 2 4.No load should be applied to any component ante after all brodng end 4.Inatanetron of truss is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D• LINK design loads be applied to any component. and are for'dry condition'of use. 5.Cumparrne has no control over and assumes no respcnelbllly for the 6.Design assumes full bearing at all eappons Mown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end installation ofcomponents. 7.Deakin assumes adequate drainage Nprovided. November 30,2015 8.This design Is Nmiehed subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed no their center TPIIWECA in 8001,copies or which nit be furnished upon request. Ines coincide with Mint center lines. 9.Digits Indicate ate of plate in Inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1L0-E 10.For basic connector plate design vetoes see EBR-131f,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 #16,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" f f MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. I (�� Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 m ro c II 1 2�� w�, -f 0 M-3x4 1 1 1 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ec, p PRQpe„ <uC,*,� �iyGINEkcR % a" 8.7 2PE -7< JOB NAME : 3413-B POLYGON NW - J3 Scale: 0.5501 a' . . WARNINGS: GENERAL NOTES, unless othervdse noted: V, -.. 61' �-f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndIvidual 010 -'74,f OREGON�© �,,,' Truss: J3 end Warnings before canalisation commences. building component.Applicability of design parameters and proper `? YV 2.2v4 compression web bracing must ba installed where Moven.. incorparotbn of component Is the responsibility of the bugdng designer. ' A Ci t�,. ,y f) 3.Addlbnal temporary bracing to insure at bdfy during construction 2 Design assumes the top and bosom chords to he throerallyughout braced et -e+l..�! 1 4 is Me responsibility of the erector.Additional permanent bracing of 2 o c end al la cr.°.respectively unless braced throughout their length by V germane continuous sheathing such as plywood Mealhkp(TC)and/or dryved(BC). PA U L 96 DATE: 11/30/2015 the overall structure Is the responsibility of the bulidlrq designer. 3.2u Impact bridging or lateral bradng required where Mown.. �"1 SEQ.: K1561203 4.No bed should be applied la any component until alter all bredng and 5.4.Design oof ftrs1 isinroethe are responsibility the non-corrosive tate•contractor. fasteners are complete and at no time should any loads greater then8 TRANS ID: LINK design wads be applied to any component. B and sig eu°e condition" dbe Ing t;is ppo,y«re.snmorvadS If 5.CompuTrushes nocontrol over and assumes noroaponslNlAyfor Me m,,,ry EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 S.This design b furnished subject to the limitations set forth by S.Plates shall be bated on both feces of truss,and placed so their center TP WyICA in BCSI,copies of which vlA be furnished upon request. Anes coledde with Joint canter lines. 9.Digits indicate she of plate In mattes. MITek USA.Ina./ConipuTrus Software 7.6.6(1L)-E to.For bade corrector plate design values see ESR-7311,ESR-I966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 01613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. 0091. 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 PSF 0'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -99/ 218V 0/ 00 1.50^ 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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/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 = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 9'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 -/ 12 Design conforms to main windforce-resisting 6.00 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. fiO O 1 26."M-41 M-3x4 l 1 1 1-00 'PROVIDE FULL BEARING;Sts:2,4,3 I 8-00 OA E�,9`�ASp :9782PE <' JOB NAME : 3413-B POLYGON NW - J4 ..► -�' Scale: 0.5126 WARNINGS: GENERAL NOTES, unless otherwise noted: G/ OREGON lk 1) 1.Builder and eredlon contractor should be advised of a%General Notes 1.This design is based only upon the parameters Mown and Is for an individual "'4f/'OREGON Truss: J4 aid Warnings before construction commence. building component Appllwb%Ity of design parameters and proper .. (k© 4` 2.244 compression web busing must be installed where shown+. incorporation of component la the responsibility of the building tlesigner. 1' (J.4j `„ V 's 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bosom abraced to be laterally braced at 7 'l i! Is me responsibility of the erector.Additional permanent bracing of 7 a s.and a110 a.c.respedtvety unless ihroughoN their length by DATE: 11/30/2015 the Querela structure is the responsibility of the bu%mng tleeigner. NI continuous sheathing such a°plywood sheathing(TC)and/or drywal(BC). PA ,i t '�' +.. Been 3.2x Impact bodging or lateral bracing required where°hovm.+ t1 l.A l+• SEQ.: K 15 612 0 4 4.No bed should be applied to any component until after a8 bracing and 4.Insta%aBon of buss Is the responsibility of me respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes busses are to be used Ina noncorrosive environment, TRANS ID• LINK design leads be applied to any componentend are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility ler the 8 De elfin assumes hIl bearing al all supports Mown.Shim or wedge it EXPIRES: 12/31/2016 fabrination.handling,shipment and hetelledon of components. ry '.Design tesehabeeadequateooth'faceiotruslsed.n N ovember 30,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of Intra,and placed w their center TPIIWICA in SCSI,codes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sloe of plate in inches. MiTek USA.Ino./CompuTrus Software 7.6,6(1L)-E 10.For basic connector plate design values see ESR-1311,E51.1988(MITek) 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: 2x9 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF II1&BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-4=( -99) 37 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" -/ MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 ° Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, t( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N M O V O 5-W M-3x4 y 1-00 y 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,4 y I 1-11-11 y 641 4 vo P""ie Fe ' :9782PE 9r JOB NAME 3413-B POLYGON NW - J5 Scale: 0.4500 WARNINGS: GENERAL NOTES, unless otherwise noted Cr.iir OREGON �� 1.Builder and erection contractor should be adeleed era General Notes 1.Tide design le based only upon the parameters shown and is ler an Indlvlduel �.y 'I1A OREGON n.. rC},,.. Truss: J5 and Warnings before construction commences. building component Applicability of deign parameters end proper (,n► f ItL�J ` 2.244 compression web bracing must be Installed where shown v. Incorporollen of component Is the responsibility of the building daelgner. ao9 V APt`` A G l 3.Addubnal temporary bracing to insure stability during construction 2 Design assumes the tap end bottom chords to be througaterallyhout braced at 7 �l �! J �FJY. I.the responsibility 1 the erector.AdtlBbnel permanent bracing of T o.c.and et ea ac.respectively unless braced throughout thsk length by ° continuous sheathing such ea plyvoodp(TC)andlor dywelP'(BC). A U i DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.DI Impact bridging or Were!bradrp requiredfled where shown•4 1.. SEQ.: K 15 612 0 5 4.No road should be applied to any component anti ager al bracing end 4.Installation Design altion of truss wisee are ato siblity of the respedNe contractor. tor.environment, fasteners are complete and at no time should any bads greater man end gra for"dry t uses" to b TRANS I D: LINK destgn hada be es liedcontrol to any component. e. 6.Design assumes Oct bearing at el supports shown.Shim or wedge if EXPIRES: y i p ��''++ 5.GompuTrue has no control over and assume"no responsibility for the yeeiry,, Cin P 1T7 Ea7: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design names adequate drainage le provided. November 30,201 5 8.This design le furnished subject to the limitation set forth by 8.Plates shall be located on both faces of twee,end placed so thee comer TPYWfCA In BGS(,copies of which will be furnished upon request. linea coincide with joint center lima 8.Digits Indkele else of plate In Inches. MITek USA,Ino.ICompuTrus Software 7.6.6(1L)-E 10.Fm besicconnedor 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/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-191) 128 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 944V -95/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2^ 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -204/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: net(-5 Design checked for psf)(- ps ) 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 TC PANEL LL DEFL = 0.197" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 Design conforms to main windforce-resisting ll( system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. If) 0 tio rat 0 It a 2 1,,,11 5►_� O M-3x4 y 1-00 y 8-00 l 3-11-11 y "rt `�N� PR Op 'PROVIDE FULL BEARING;Jts:2,5,3,4 I �(, (e" �f�� a,- 4 :9782PE L'p JOB NAME : 3413-B POLYGON NW - J6 ,r -air Scale: 0.3858 WARNINGS: GENERAL NOTES, unless other se noted lir' (., 1.Builder end erection contractor Mould be advised of al General Notes 1.This design Is based only upon the parameters shown and le for an Individual wa -$ OREGON " Truss: J6 and Warohga before construction commences. building component Applkability of design parameters and proper fF ��f Q 2.Dr4 eompressbn web bracing must be installed where shown v. incorporation of component Is the responsibility of Me building designer. .ray it a�Y 'y 6 ik„- 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be throughout braced al 7 �l J`r�! i J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and al 1Cr c.c.respectively unless braced throughout their length by //{� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuoussheathing ltehasacng redquired uirel where Mown drywal(BC). ` /11 it � 3.In Impact bodging or the lateral bracing required where Mown♦♦ �"1 fs,f 1.. SEQ.: K 15 612 0 6 4.Na bed should be applied to any component until eller all bracing and 4.Installation of was Is the rasps sof the respective contractor. fasteners aro be complete and at no time should any beds greater than 5.Design assumes trusses are to be used M a noncorrosive environment, design bade be applied to any component. end are for"dry condition"of use. �/ �+ q/'� j ry/�.4 p TRANS ID: LINK5.Design assumes full bearing at al supports shown.shim or wedge if EXPIRES: IL�47 I20IV 6.Compurrus has no control over and assumes no responsibility for the necoswry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design ie furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of trans.and placed so their center TPW,I CA in SCSI,copies of whkh wig be furnished upon request. Ines coincide with Joint canter linea. Nick USA,Inc./CompuTrus Software 7.6.6(1L)-E 10 For bIndicate le se necccaofplate tde Inches. p algches.values see ESR-1311.ES19•1 gBe(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=1-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #1&BTR 2- 3=(-1837) 935 7- 8=1-323) 1567 7- 4=(-67) 80 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1572) 913 8- 5=(-317) 1575 9- 8=( 0) 246 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1891) 433 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+01( 19.0)= 64.0 PLF 8'- 0.0" TO 19'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ('625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO 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 = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 1' 43204 4320# 12 12 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 D M-4x6 M-6x6 " 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 3 End vertical(s) areexposed to wind, a* Truss designed fowind loads in the plane of the truss only. m Q 0 M 0 d 40 W v o 17 g = 6 O I O M-3x4 M-3x4 M-1.5x3 M-3x4 0 1 l , 5-08-08 2-08-12 5-06-12 y 1-00 y 14-00 y 1-00 y .<0 0.,\tJC fly �4 61 • 1:t" :9782PE ter"' JOB NAME : 3413-B POLYGON NW - P1 r -Or Scale: 0.3991 / NW WARNINGS: GENERAL NOTES, unless othenMse noted , [�/ /''r/'y �40 I.Bolder and endue conbador should be advised of all General Notes I.This design h based only upon the parameters shone end N for en individual 1j4-OREGON ©• rt},.. Truss: P 1 and Warnings before construction commence. building component.Applicability of design parameters end proper X/ 2.2.4 compression web brodng must be metalled where sham+. Incorporation of component Is the responsibility of the bolding designer. It V 1= 3,Additional temporary branlg b Insure+taMRy during construction 2 Design assumes the tap and bottom chords to be Merely braced at I Al'l �! J _4 Is the ro stilly of ms erector.Additional permanent bracing of 7con.c.end et 1G o,n.respectively unless braced throughout their length by �l Won repents Meething such as plywood sheathing(7C)s end/or dryweN(BC). � PA U i � DATE: 11/30/2015 the overall structure la the responsibility of the balding designer. 3.Zr Impact bridging or Metal bracing required where shown•• 1.• SEQ.: K1561207 4.No load should be applied foany component mt.after albracing end. 4.InssttelationofrussI�weesWMMulwatthe respen�iecoctor.environment. fasteners aro complete and at no tkse should any loads greater than g TRANS ID: LINK design leads be applied teeny aanpan.nt 5.and arefor"dry condition.'of`ass naalwwn.smmorwwd wedge 5.Compri).Ms no control over and assumes no responsibility for the gn mameswmee rkug a supports g ry. EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design is furnished maid to the NmNetbm set forth by 8.Plates ahaN be Meted on both faces of truss,and placed so their colder TPI/WfCA In SCSI,copies of which M be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1371,ESR4988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-6=(-28) 531 6-3=10) 329 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x4 KDDF STAND 3-9=1-705) 133 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63H 5.50" 1.12 KDDF ( 625) 19'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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 = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIE. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 Design conforms to main windforce-resisting 12 12 6.00 IIM-4x4 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 "t..2( (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1.1 rn rn o 15 /O 1 1 o M-3x4 M-1.5x3 M-3x4 0 J• y l 7-00 7-00 0:: b 1-00 y 14-00 y 1-00 y . 0 �tyGri E, ro :9782PE �r JOB NAME : 3413-B POLYGON NW - P2 " ,,,;sf Scale: 0.3991 WARNINGS: GENERAL NOTES, unless otherwise noted V /'�/'y 1.Budder and erection contractor should be advised of ell General Notes 1.This design N based only upon the parameters show,and Is for an Individual d� 9 s REG.0 N c"" Truss: P2 and Warnings before contraction commences. balding component.Apgloability of design parameters and proper [yl C}� 2.2t4 compression web bradng must be Installed where show,+ incorporation of component is the responsibility°rthe building designer. .11 A L.y`- )) 3.Additional temporary bracing to Insure stability during dandrudbn 2.Design assumes ms top end bottom drone la be laterally braced at 7 'l fT Y J .4 Is the responstbllity of the erector.Add))lonl permanent bracing of 2'°.c.end al 1Q o.c.respectively unless braced throughout Meir length by ` �j DATE: 11/30/2015 the overall structure la the responsibility of the baldingde ZrImpact sheathing oraterasacng re virehee where and/or+drywel(BC). �A,U S- � span list signer. 3.2t Impact bridging or lateral bracing required where atom++ SEQ.: K 15 612 0 8 4.No bad should be applied to any component ant))rider all bradng and 4.Inatallatbn°rause Is the responcbl))ry of the reapectte contractor. fasteners are complete and et no time should any bads greeter than 5.Design mama trusses era to be used in a nn-corroSve environment, design bads be applied to any component. end are for"dry condition"of use. y {[� �'s r TRANS ID: LINK 8.Design assumes Mi bearing at all supporta shown.Skin or wedge If ^�IR S 12/31/2016 5.ComWTus has no control over and assumes no responsibility for the necessary. EXPIRES: -rt-+ 2 fabrication,handling,enlpment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is famished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP6WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines 9.Digits Indicate Slee of plate in Inches. Mi fek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x9 KDDF STAND 3-9=( 0) 50 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 49H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "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" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 ,f f f MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" Q 6.00 1 M-1.5x3 Design conforms to main indforce-resisting system and components and cladding criteria. Z Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. sera 0 r 0 rn rn I yr 5** 3 0 M-1.5x3 M-3x9 0-05-12 6-00-04 6-06 1-00 ��� 9 PRO �NR GINE�cX42 . 89782PE r JOB NAME : 3413-B POLYGON NW - P3 . .,. • • Scale: 0.5233 ., _^- WARNINGS: GENERAL NOTES, unless otherwise noted. r,.....,o 90 11 I.Buldsr end eredlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .7OREG()N N. Truss: P3 and Waminga before cenaructlon commences. building component.Applicability of design parameters and proper +�5r a 4f, r) " 2.204 compression web bradng mull be Installed where Move*. Incorporation of component Is me rosponNbE7ty of the bulding designer. n9 V/f Cy,• 7 8 J V 'Additional temporary brednp[o hem stability during construction z Design assumes the top and bottom chorda to be hlarahy braced el 3. �1 a'l Y \ Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o c.respectively unless braced throughout their length by /J[� y DATE: 11/30/2015 the overel structure Is the responsibility of the balm designer. B,continuousp /dying or such es.dng re plymod u required where s and/or drywaA(BC). +/1 1 "' ng 3.zs impart bridging or lateral bredrp roqulred nhero shown.* �"'{ 1., SEQ.: K 15 612 0 9 4.No load should be applied to any component ural after all braang and 4.Installation Ohms the are a Mbilltye i the contractor. Bstenere are complete and at no time should any toads greeter than Design assumes design wade be applied to any component. and are for"dry condition.of use. f��Jt� TRANS I D: LINK s.CampuTrus has no control over and themes no reaponsibgly for the 8.Design assumes fail bearing at al supports Mown.Shim or sedge If EXPIRES: 12/31/2016 2/31/2016 mmmfabrication,hendling,shipment end installation of components. 7.Design assumes adequate drainage S provided. November 30,20/115- G/ G V 8.This design is furnished subject b the IlmIstlons set forth by 8.Plates shah be located on both faces of Imes,and placed eo their center TPbWI'CA In SCSI.copies of%tach em be furnlMed upon request. Ines coindde with Joint center line 9.Digits indicate she of plate in inches. • MITek USA.Inc./CORhpuTrue Software 7.6.7(1L)E 10.For basic connector plate design velum see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=10) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-42) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 297V -6/ 93H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 1' MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I ti 0 .-7:1 I 0 1211111. M-3x9 ) l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 p C�~co tAGINE•• $. `/O :9782PE 1-- JOB NAME : 3413-B POLYGON NW - PJ1 ,A.✓ �f ' Scale: 0.6771 WARNINGS: GENERAL NOTES, unle°e otherwise noted Truss: P J 1 1.Bulkier and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for an indiadual y "'P OREGON a.. and Warnings before construction commences. building component.Applicability of design parameters and proper j�p �� Z 204 compression web bracing must be installed where Mown+. incorporation of component lathe ro°ponab/lty of the building designer. ,Oar} /� 2.Design assumes Me top and bottom dards to be laterally braced at 7e['� �1 A* Y. 't b � 1_ 3.Addilbnal temporary Ruing to Insure slabllNy during construction T o c and at 10 0.0.respectively unless braced throughout their length by 'T R the responsibility of the erector.Additional permanent bracing of DATE: 11/30/2015 the overal structure Is the respan°blily of the building continuous rgor such as aGng re uired01,.,.s and/or tlrywaN(BC). �• t114� s designer. 3.2a Impact bridging or lateral OreGrg required shown+♦ 1., SEQ.: K 15 61210 4.No bad should be applied to any component until after all bradng and 4.Installation of truss is the responsibility to be llty of the respective contractor. fasteners aro complete and et no time should any bads greater than 5.Design assumes Roues ere to be used In a nontnrroave environment, TRANS I D: LINK design loads be applied to any component. sod are for dry conditionof use. 5.Coopuirus has no control over and eawmes no reaponsibllity for the 5.Design assumes full bearing et d supports shown.Shim or wedge If EXPIRES:ES_. 12/31 Ul /20 16 fabrication,handling,shipment and Installation of components. ssory l T.Design assumes adequate nbodrainage lopross,an November 30,2015 S.This design Is furnished subject to the!Imitations set forth by e.Plates shall be bated on both faces of truss,and placed so their center TPOWTCA In SCSI,copies of which veil be furnished upon request. Ines coindde with Joint center lines, 9.Digits Indicate 58e of plate In Inches. MITek USA,Ina./CornpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sea ENR-7311,ESR-1988(MFRS) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 254 KDDF 415BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #158TH SPACED 29.0" O.C. 2-3=(-65) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIF 0'- 0.0" -41/ 396V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" T 1' MAX BC PANEL TL DEFL = -0.003" @ 9'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" liii MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. c 0 MI O v ji OI �9 O M-3x9 l l l 1-00 6-00 'PROVIDE FULL BEARI NG;Jts:2,3,4 I �s����O �'ROFt, 47641 oGINEk-R fpiL"y 89782PE r JOB NAME : 3413-B POLYGON NW - PJ2 • • • Scale: 0.6146 / ---.w WARNINGS: GENERAL NOTES, unlessothenN.noted: ..' OREGON 4) i Builder and erection contractor should be advised of all General Notes 7.ThIAElbnalig is bard only pl upenithe of parameters e Mown and kran individual !4 T4, "'REG"'N h', �},'. Truss: PJ2 and Wambge before construction commences. + s ' 2.2t4 compression web bracing mud b bdallad where Mown e. incorporation al component Is me roeponstbAiy of the building designer. ✓f1 !°q#Y.: .�6 `t•� 3.Additional temporary bracing to Insure d.Nllty duang oondrucean 2 Dedgn eseumsa the top end bottom Malas to b Wendy bread at 7 � .. Is the responsibility Other erector.Additional permanent bracing of 7 o.c.and at 10 o c.respectively unless braced throughout their length by coneMuous sheathing such as plywood aheeMbg(TC)end/or dryw°A(BC). � P.A 1+t '' *. DATE: 11/30/2015 the overall structure is Me reepondbNly of the building designer. 3.20 Impact bridging or Were!bracing required where shown++ �'"t rv/1.. SEQ.: K1561211 4.Nobadshould baapplied toany component untlafter albracing and 44..IletonoofinesItruss iisthe rreeespoosibiuwydff the contractor. nntt �m.nt. fasteners are complete and at no time should any bads greater thanDesign design beds be applied to any component. and are for"dry condition"of use. 12/31/2016 T RAN S I D: LINK 5.CompuTrus hes no control over and assumes no responsibility kr the 8.Design assumes MI bearing at all support.shown.Shim or wedge If EXPIRES: 6Dy fabrication,handling,shipment and installation of components. 7.Pesign lane..shall sadeden othfacel&tprovided. November 30,2015 S.This design N furnished subject b the IlmAatbna sal forth by 8.Plates strait be baled on both fees of tone,end plead se their anter TPI YWCA In SCSI,copies of which wit be furnished upon request. Ines coincide with Joint Amer Ibex. 9.Digits Indicate We of plate In Inches. MTek USA.Ina./CompuTros Software 7.6.7(10-E 10.For bsec connector plate dedgn values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-4=(0) 0 BC: 2x9 KDDF #100TR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)FDL( 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" -96/ 402V -20/ 9911 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 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 TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" / 5-11-11 / MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 7 3 -/ Design conforms to main windforce-resisting ', system and components and cladding criteria. ''0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), LYO load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 rv1 o /- v E. Tl f 1 �� 4�M 0 M-3x9 l k l 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 I ,vo P R cl', ' ryGIN d:" . :9782 P E JOB NAME : 3413-B POLYGON NW - PJ3 • .iieiti• . Scale: 0.5762 .v WARNINGS: GENERAL NOTES, unless otherwise noted T ts' Truss: PJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is bran individual A 1r i-EG ON (675' 40:r and Warnings before construdlon commences. building component.Applkablley of design parameters and proper .{�s 4/ff 6) 4�` 2.244 compression web bracing must be instated where shown v. Incoryonllon of component Is the responsibility of the building designer. .a') V/y y: Y V ` 3.AdGtbnel temporary bracing to insure debility during construction 2.Design assumes the top and bottom chords la be laterally braced at 7 4 J �(VJ is the responsibiley of the erecter.Additional permanent bracing of 7 c.c.and at 10 a.c.respectively unless braced throughout their length by �[{,., continuous sheathing or such as plywoodrequired sheathing(TC)and/or drywaA(BC). • �'/�. t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.23 Impact bridging or lateral bracing required where shown*v +"7 L SEQ.: Ki5 612 12 4.No bad should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used Inc non-wrroelve environment, design loads be applied to any component. end are for"dry condRon"of use. c�v f�JJ��]]{/�wa'��5 pp TRANS ID: LINK8.Design assumes full bearing at Cl supports shown.Shim or wedge 11 EXPIRES:t�J. 12/31/201 V 5.Cornmirms has no control over and assumes no responslbllfty ler the ,recovery fabrication,handling.shipment end lnetallatlen of components. 7.Desbn assumes adequate drainage is prodded. November 30,2015 6.This design Is furnished subject to the lineations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TP WVlCA in BCS(,copes of which MN be famished upon request. Noes coincide with Joint center line. 9.Digits Indicate We of plate In Inches. MITek USA.Ino./COrnpuTfus Software 7.6.7(1L)-E to.For basic connector plate design values roe ESR-1311.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/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-50) 15 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" -68/ 301V -6/ 43H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OR 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -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 = 0.050" +� MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 -/ in the plane of the truss only. ri F o "Ilk o m � 1 2 M-3x4 k l 1 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 act 0 PROFFS,, co NGINE�/9, rig :9782PE JOB NAME : 3413-B POLYGON NW - SJ1 .r Scale: 0.6957 / NOW WARNINGS: GENERAL NOTES, unless otherwise noted' Cow (y(�� y�y�L' I.Builder and erection oonlrador should M advlssd of a"General Notes 1.TMs design le hosed only upon the parameters shown and Is for an Indhldual .1 OREGON OREGOI Y Truss: SJ1 and Warnings before combustion commence. buNdng component ApNica5llBy of design parameters and proper ► "y/, 2) Q" 2.2i4 compression web bracing must M Installed where shown a. ncorporetbn o!component Is theroeporistbNlh orlM building assigner. .%7".5/r7'. 11 ..4 3.Addional temporary bracing to Inure N leu Oy during construction 2.Design assumes the lop and bosom dw les to he laterally braced at T Y J a lathe responsibility of IM erector.Additional permanent bruins of 2 o s.and at 10'o.e,respectWety unless braced throughout nMk length by continuous Wealhing such as plywood esthi g(TC)sM/or drywa"(BC). /N U L DATE: 11/30/2015 the overall structure Is the reasonability of the building designer. 3.24 Impact b"agmg or lateral bracing required where shown a r"1 SEQ.: K 15 612 14 4,No bad should be epplled to any component anti after a5 bracing and 4.Installation of buss Is the responsibility of the respective°oMrodor. fasteners are compete and at no time should any loads greater than 5.Design amuses Ice...aro to be used in a nonconeslva environment design loads be applied to any component. end aro r"dry condition"of use. TRANS ID: LINK 5.CompuTngMsnocontroloverandassumesnoresponsibsayfortho "'Designnecessary."•�m°a"°°°"^g°'°"wpp°"••"°�Shim°rw°�°" EXPIRES: 12/31/2016 L� fabrication,handling,shipment and the limletbn of components. 7.Design assumes adequate drainage Is ilia..,proWded. N Quem V P.r 30,201 5 5.This design is banished subject to Nm"ations set forth by S.Plates shah be located on both faces Ohms and placed so their center TPIMRCA In SCSI,copies of which WA be furnished upon request. Ines coincide w"h(061 center lines. 9.Dlglts Indicate size of plate b Inches. MITek USA,Inc./CompuTrue Software 7.6.6(1L}E 10.For basic connector plete design values see ESR.1311,ESR.1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)(-DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 29H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 POP 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ! 1-11-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 /BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP f !AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2 -/ 11 a 0 ti M /- Cgra of 1 30000 - 0 M-3x4 y 2-00 !PROVIDE FULL BEARING;Jts:1,3,2 ! 47 44 dry 4 ;9782PE r" JOB NAME : 3413-B POLYGON NW - SJ1X • Sale, 0.7461 ._ � WARNINGS: GENERAL NOTES, unless otherwise noted C'"* 1.Builder and erection contractor should be advised oral General Notes 1.This design Is based only upon the parameters shown and la for an IndNWual F4,OREGON Q" T r u s s: SJ1X and Warnings before construction commences. building component.Applicability of design parameters and proper �(JG 2 2.2a4 compression web bracing must be Metalled where shown• incorporation of component Is me responsibility of the building deegner. [y y:{5 3.Additional temparory bracing to Were stability during construction 2.Design assumes the top and bottom chorda is be laterally braced at al i + j .. Ie the responsibility of the erector.Additional nail bracing of T o c.and al 10'o.c.respectively unless braced throughout their length by �y til Perms continuous sheathing such as plywood shoe where and/or dryw.l(BC). PA 1 1` `F DATE: 11/30/2015 the overall structure's the reaponelbWy of the building designer. 3.20 Impact bridging or lateral bracing required where Mown** LA W SEQ.: K 15 61215 4.No Wad Mount be applied to any component until after all bracing and 4.Installation of Was is the responsibility of the respectNe contractor. fasteners are complete and at no time should any Wads greater than 5.Design assumes tmsess are to be used W a non-corrosive environment, TRANS ID: LINK design Wads be applied to anywmponeal and aro for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes MI bearing et all support.shown.Shim or wedge If EXPIRES: 12/31/2016' ry fabotion,handling.shipment and Installation of components. 7.Deegn assumes adequate drainage is provided. November 30,201 5 S.This design is furnished subject to the limitations sat forth by S.Plates shall be located on both faces Neuss,and placed so their center TPIANTCA In SCSI,copies of whkh vdl be fumlMed upon request. lines coincide with joint canter fines. 5.Dlglb Indicate Ws of plate In inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1B88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF 913BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 REEF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 -/ MAX BORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. N MI 2► ' 4► / -1 M-3x9 l l l l 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I I s 9782 PE JOB NAME : 3413-B POLYGON NW - SJ2 � , ' • Scale: 0.7840 /,,, VIV WARNINGS: GENERAL NOTES, unless otherwise noted: C/ �_7 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is ler an Individual " .�g�OREGON Truss: SJ2 and Warnings before construction commence.. building component.ApplkablRy of design parameters and proper '' ' lite 2� Q' 2.2e4 compression web bracing must be Installed where shown.. incorporation of component Is Me responsibility of IM bulding deelgner. 01 V 1 f y A 1.'- 3.Additional temporary bracing to Insure stability during construction 2 Sergn ndet to the lop and bottom chortle to be laterally breed et 7 'l J � Is the ro nrbllly of the erector.Additional permanent bracing f 2'o.c.and et 10 o c respectively urdees braced throughout Meir length by !j{�. g o continuous sheathing such as plytwod ahesthtrp(TC)and/or tlryw.l(BC). P.A.U t r‘ � DATE: 11/30/2015 the overal structure Is me responsibility of the building designer. 3.29 impact bridging or leferal bracing required shore chows.• 1.. SEQ.: K 15 612 16 4.No bad should be applied to any component ural after Cl bracing and 4.Installation of truss trusses is the repo si/Iles f the non-corrosive contractor.,,.nt, fasteners ere complete and at no time should any bads greeter than Design assumes TRANS I D: LINK design loads be applied to any component. 6.DeeeNand gn assudm econdition'. Nillbbearbo at supports r,own.Shim or usage B 5.CompuTrus has no control over end newt..no responaibNly for the �,,,ry. EXPIRES: 12/31/2016 t.brbation,handling,shipment and lnstalledon of components. 7.Design assumes adequate drainage is provided. November 30,20 1 5 8.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces atinaa,and placed so their center 7P9WlGA h1 BCS(.copies of which wgl be furnished upon request. Ines coincide with joint center Ibes. 9.Digits indicate s@e of plata In inches. MITek USA,Ina./COmpuTruo Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-69) 30 1-3=(0) 0 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PIE 0'- 0.0" -28/ 131/1 -13/ 59H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -96/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PIF Ground Snow (Pg) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" 0 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 111111 (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 N m f m. C o ill o '1102141 3�/ M-3x4 y y y ,5,ce,. EO P R p,res� 2-00 1-11-11 (PROVIDE FULL REARING;Jts:1,3,2 I '�+NAGI N� /5 /t/�y�. :9782 PE c,.' JOB NAME : 3413-B POLYGON NW - SJ2X Scale: 0.0965ir WARNINGS: GENERAL NOTES, unless otherwise noted C✓" OREGON {y(�� �4 I.Builder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown end is for an Individual i' -OFI El:lOI V tr Truss: SJ2X and Warnings before conetructlon commences. Ibulidingncorporation component.Applicability of design parameters end proper I pr/'• r) 2.2e4 compression web bracing must be Installed where shown v Incorporation of component IS the responsibility of the bolding designer. •T V� 1:. y. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chordsly ..brto be laleraly braced at I �l f'Y J CJY. by Is the reeponibilty of the erector.Additional permanent bracing of zognuoao.and ashe Ihingw as eplywood shsathing(TC)na rtlryweU aced throughout their BC). p DATE: 11/30/2015 the wool etradure is the responsibility of the building designer. 1 20 Impact Ridging or lateral bracing required where shown a v AL11- SEQ.: K 15 6 12 17 4.No load should be applied to any component until after al bracing and 4.Desiion ofassutto,s lee the aretoresponsibility sibllRyd fItthe respective contractor. environment, are compete end at no time should any p5.ads greeter thangn design bade be applied to any component. end are for'dry condition of use. �/ �+ 12/31/2016 T RAN S I D: LINK 5.CompuIrue has no control over and assumes no responsibility for the 6.Design as sumes full bearing at al supports strewn Shim or edge if EXPIRES. febnwtlen,handling.shipment and Installation of components. 7.Designssume.edegaate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be bated on both faces of Was,and placed so their anter TPIM/fCA In SCSI,copies of which will be furnished upon request. Ines coincide 9611 Joint anter lines. 9.Digits Indicate sRe of plate In inches. MITek USA.Ina./CompuTfus Software 7.6.6(1L)-E W.For basic connector plate design ashes see ESR-1311,ESR-1588(MITeh) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"OC. TON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -96/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 11.7" -68/ 194V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,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 / 12�� 4wiemm M-3x4 Y l l l 1-00 2-00 3-11-11 'PROVIDE FULL BEARING/Jts:2,4,3 `CS N NES�`�'ft2 447, :9782PE JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0-6303 WARNINGS: GENERAL NOTES, unless otherwise noted: 11111" C/' 4) 1.Builder and erection contractor should be advised of fog General Notes 1.Ibis design Is based only upon the parameters shown end Is for an IndlvIdual .1 OREGON �}. Truss: S J3 and Warnings before cantNdron commences. building component.ApplIos0Nty of design parameter.and proper $ 2 Y1© [ 2.2.4 compression web bradrp must be installed where shown T. mcorporetin of component Is N.raeponN6Nty of the balding designer. +rfn C'4 y ,t 5 VV 3.Additional le End to Insure NablNty during construction 2.Design assumes the top and bottom chordsion to be laterally braced at 7 temporary o c and st 10 on respectively C.ety unless braced throughout Mair length by la Me responrbtly of the ceder.Additional permanent leering of continuous dhe.INnr each a plywood sheathing(TC)and/or atywsl(BC). .'4,+t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.W Impact bridging or lateral bndng required where shown«« t,l 1+. SEQ.: E1561218 4.No load should be app8ed to any component untl ager all bracing and 4.Installation of truss laths responsibility ei th na��e• actor.environment. fasteners ere complete and at no time should any loads greater man sign assumes TRANS ID: LINK design loads beapliedtoanen.nd.ned. 8�N.reror^for Iba,mfianw supports u s.CompuTms has no control over and assume.no responsibility tor the a„°°"'""' °• pp° "°° EXPIRES: 12131/2016 ry. tion hiss deesig,:e furnished shipment andeINlastbns components. 7.Plates Wal bees adequate drainagethtan.to truss, d. and November 30,201 5 8.This design Is famished ssb(ed to the IMnMlbns set forth by g.Plates Wall be boated on both bcos of Wss,and planed ss their center TPIAITCA In 8101,copies of which will be furnished upon request. Ines colndde with)Dint center line. 9.Dlglis Indicate clod of plate in inches. MITek USA,Inc./CornpuTrus Software 7.6.6(11)-E 10.For besic connector plate design values foe ES12-1311,ESR-1988(MiTek) Symbols Numbering System Al General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 1 rY ralMDimensions are in ft-in-sixteenths. 14k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 0":1 �� 2. Truss bracing must be designed by an engineer.For /16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ p bracing should be considered. o' I_R 161111>21 03. Never exceed the design loading shown and never stack materials on inadequately braced trusses. r 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-8 C5-6O1— designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. i� y by AWC in the 2005/2012 NDS by text in the bracing section of the 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 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■MMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11111111 INN 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. . is not sufficient. re ke BCSI: Building Component Safety Information, j 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013