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Plans (409) 1111-1 rZQ 17 - 602-67 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. ��RcO PRQF4- �<5 0NGINE4 Q 87022PE 9r 7 SAT OREGON nP %-b6, BER A. 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 ANSUTPI 1. Job Truss Truss Type Qty Ply. POLYGON R45996177 PL15399 UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5622 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tl yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhg1 HMTHTkUyEzqd io-1a-a 1 fl-1n-14 1 1 1-o-0 1 I "-a I I 1-0-2 I 1 1-0-8 1 1-6-0 1 Scale=1:36.4 354= 555 = 456= 354= 3x4= 354= 3x4= 354= 3x4= 356 FP= 3x4= 354 11 355= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ci. ‘171' ♦+II n/ l,V1 !a1 'O/ Ne-0 O / \ / ' • N• N Y • , 0 35 34 33 32 31 30 29 28 27 26 25 24 23 22 455 11456= 4x5= 3x6 FP= 355= 355= 355= 3x5 = 356= 3x6= 3x4= 3x5= 1-1-0 18-6-8 I 21-4-0 2 9-8 1-1-0 17-5-8 Plate Offsets(X,Y)- 11:Edge,0-1-8),(12:0-1-8,Edgel,(13:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 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.18,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=0/1259,2425=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=-31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=-728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���� P R a�Fs 3)Refer to girder(s)for truss to truss connections. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'� �CjI NEF .c) at the bearings.Building designer must provide for uplift reactions indicated. �o R 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 (L -7 be attached to walls at their outer ends or restrained by other means. 870 2 P E 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. N� 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). s. -o y ff, OREG N (1c" 11/ LOAD CASE(S) Standard 'QC F/ g `1Q 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ER Q Uniform Loads(plf) �S A. HE'S Vert:22-35=-8,1-21=80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IMI-7473 rev.10/03/2015 BEFORE USE. Design valid for use onlywith MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not m11. a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall eA building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTel el 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,051.89 and ICS!Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15.399_UPPER F02 R45996178 Floor 10 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5623 2015 Page 1 ID_zs2ygYHMYItl_Z1 p9y12t1 yAOg.???�-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEigc 1-0-0 I 1 1-1-10 1 1 1-2-0 I f'-r1 1-2-0 1 1-2-0 11 1-2-0 1 1-2-0 I Scale=1,33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 b8 9 b10 11 12 13 14 15 16 17 18 19 -a,\-, -740 ,\-,--- o e ray aj /►i, I w a ° a \' 30 29 28 27 26 25 24 23 22 21 �s 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 3-7-2 19-114 Plate Offsets(X,Y)- 114:0-1-8,Edgel,124:0-1-8,Edge) 13-0-2 �a7-0 7-0 1 5-9-2 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,34=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=3608/0, 8-9=-4042/0,9-10=4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ' GNEERc ,,,, 87022PE v1- N ,z,, 4.‘, OREG N rim .1/fV 'A�, FMQER \\ �O �`S A. HE:�P EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. a Design valid for use only with Mffekdd connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBfy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available horn Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 rs,���� ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtRBTd5zquxYj2RW7KpyEzga 1 1-10-8 1 atl 1"0"0 1 11-7-0 II 1-0-9 I 1 1-3-12 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 /`18 19 20 21 l'7'-'I�'II\I Ir••,I��',Ir+,I�`II,I-I Ii-_�,�' _ - - i�� 18.11 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 306 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= } 14-0-14p -4-12 110 9-6 115-1 }}7-0D-7-01 19-7-05-6-2 I 22-9-12 1 I 2-1$ I 2-1-e to-s-0 Plate Offsets(X,Y)- Ii2:0-1-8,Edge),113:0-1-8,Edge),135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Weight:114 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,34=0/953,45=258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=1563/0,11-12=1563/0,12-13=1269/0, 13-14=739/0,1415=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 3435=1637/0,33-34=-1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,2425=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=-629/0,432=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�FLCts 2)All plates are 1.5x3 MT20 unless otherwise indicated. t� 3)Refer to girder(s)for truss to truss connections. �\Gj� �NGINE ,4 61 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 870 2 P E 'Yr- be lam be attached to walls at their outer ends or restrained by other means. / 6)CAUTION,Do not erect truss backwards. TC‘ of -. SAT OREGON `L, �N �C10' 1 ER �' Q�� S A. Heck EXPIRES:06/30/2017 November 30,2015 8 Al.4Mil 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,andel 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 MiTek' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.for general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPl1 Quality Criteria,DSB-89 and 9CSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL75-399_UPPER F04 R45996180 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItl_Zi p9y12t1 yAg??-n07 W08aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyE.zqZ 1 1-3-0 1 1-5-0 1 1 1-5-6 I 2-0-0 1 1 1-2-0 I r" _2_i Scale=1:37.1 3x4= 1.5x3 I I 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 _ _e " ����NI - e / � / � � / fie rii19oe M. 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 I I 3x4= 3x6= 3x4= 2-11-0 I 21-3-0 2-11-0 18-4-0 I Plate Offsets(X,Y)— I8:0-1-8,Edge),f17:0-1-8,Edge),123:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical Max 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. ��_co PROFFS ��5 ENGINE-R cS'jO 87022Prr 'V a, tv �0 v •$, OR cs v O o� M$ER \ S A. HE\0' EXPIRES:06/30/2017 November 30,2015 seem a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated o 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/rPll Qualty 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 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 MTek Industries,Inc.Fri Nov 27 10:5627 2015 Page 1 ID:zs2ygYHMYItrI1_,4Z_1�py9y12t1yAg???7G�C�hubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY 1 1-0-0 I -r-1 r''2-0�r---i 11-2 0I 1-A -I 1-7 0 I 12-0 I Scale=1:36.4 4x4=i- 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 sr./• 14Pr. lir' ivy' 111111r /. _ ./.. , / / / mr / \ \ 11111111111r /-4\,... l'-- _. - _ •e e -LIm e 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15.6-14 I 14-4-14 1t-11-if I 21-4-0 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8 Edge.' [27:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BOLL 0.0 Rep Stress lncr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a Weight:107 Ib FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF2400E 2.OE(flat) TOP CHORDStructural wood sheathing directly applied or 6 0 0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOPCHORD 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�FFS attached to walls at their outer ends or restrained by other means. ��\cj� <c-1.4G1NEF9 s/, 87022PE a fiA) QREGO N �C�FMS E R 1'� PCO EXPIRES:06/30/2017 November 30,2015 4 _ 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. pill- Design valid for use onty with M7ekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into The overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MIT@k" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Budding Component Suite 1119 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus HeiOhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-399_UPPER F06 R45996182 Floor 2 1 Job Reference(Optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 NMTek Industries,Inc.Fri Nov 27 10:56:29 2015 Page 1 r��r�-�" ID:zs2ygYHMYIWI_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n 1 H 18ciLmglUJz2ULTayEzq W 1 1-10-8 i r--- 11 1-0.0 1 I 1-2-0 11 1-0-2 I 1 1-3-8 1 1-6-0 1 Scale=1:38.5 304=- 4x10 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 O - ��-�-�-� !-' N 0 e. IA CC 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 2-1-8 _ 3 2-1-8 1 1 10.9 1 b-7-01 19-7-05-6 3-2 I Plate Offsets(X,Y)- 112:0-1-8,Edge),113:0-1-8,Edge),135:Edge,0-1-8) 0-70 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0 kE LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bradng. REACTIONS. Ob/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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=-258/0,6-7=-1062/0,7-8=1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,2425=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. ��d PR�FF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� (GNGIN E -R spa be attached to walls at their outer ends or restrained by other means. 444 r 2 5)CAUTION,Do not erect truss backwards. 870 2P E 9 N tV q SAT OREGO P IL -�0 FM$ER ,1 ao �S A. HE�NP EXPIRES:06/30/2017 November 30,2015 e ®WARNING-Ve dear n '. Verify g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with Milch®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 budding design. Bracing indicateda 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/TPIt Quality 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 R45996183 PL15-399 UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:312015 Page 1 ID:zs2ygYHMY18Z1 p9y12t1 yAg??-8_wPRrehVISDp7zOAj8F6iNRgWxGlmfbQMzSYSyFigU Y1 I0-10-0 I 5._1 1-2-0 11)-7-10110-9-0 1 0-9-0 1113-9-0 10-9-0 110-9-0 10-30 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 e g e/ \ /\ /\a/fie/�\ ./a\ /\ /®\ e/\a/N. / \ 1--' 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14+14 I 13-2-14 13141¢ I 20-2-0 I 13-7-14 b-7-0 7-0 5-9-7 Plate Offsets(X,Y)- 117:0-1-8,Edge),118:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl 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 Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012rTPI2007 (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. (Ib/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=-1379/0,4-5=2483/0,5-6=2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=3881/0,10-11=4177/0,11-12=-4177/0,12-13=4200/0, 13-14=-4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=-897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=483/0,8-35=0/383,10-35=-277/0,24-26=1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=701/0,20-29=0/560,1432=268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. Q��D P R�FFs 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. 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 0NO(N �9 lO be attached to walls at their outer ends or restrained by other means. cc $7022 PE -9 -y 'oj, OREG•N ri5)0/ 'Pr., ,Lj8ER r\ OS A. Heck EXPIRES:06/30/2017 November 30,2015 t M ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NM Design valid for use only with Mifeing 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 the design into the overall MiTek� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP1I Qualiy CrIteria,058-89 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 PL15.399 UPPER F08 Floor 1 1 R45996184 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 �� ID:zs2ygYHMYltl_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMS16HIf0i?4vyEzgT I 1-10-8 I fr�t�- 1 1 o-0 I 11-2-0 111-0-2 I 1 1-3-11 1 1-3-0 1 Scale=1:38.1 304= 4x10 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x6 FP= 304= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 IP 12 crio 9 e 35 34 33 32 31 30 29 28 27 26 25 24 Y3 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-0 1 12-10-14 1p-a-11 19-7-0 1 22-4-Il 2-1-8 10-9-0 b-7-0 7-01 56-2 2-9-11 Plate Offsets(X,Y)- (12:0-1-8,Edgej,(13:0-1-8,Edgej,[35:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.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=0/771,4-33=913/0,2-33=0/1007,15-24=737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. Ro PR 0F,e 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to <G rss be attached to walls at their outer ends or restrained by other means. �Gj �NC,I NEER /O 4)CAUTION,Do not erect truss backwards. 414 87022PE r" y fi1OT OREGO cE �CV 1v APccii,/.$ER 11 �O O- A- NEC'k EXPIRES:06/30/2017 • November 30,2015 _ 4 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notint 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/fP11 Quad,/Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15399_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-YZcY3thaoggog1izsshykL?ykjzsV6H26KB69nyEzgR I0-10-o 1 I°r8AI 1 1-2-0 1Q1 I0.9-0 i 0-9-0 110-9-0 10-9-0 110-9-0 10-0-0 I Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ,,ci, -ALI"lir i ra iv/A w riii d 0 ra 0 ri 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 13-5-12 1121 I 204-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),118:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a Weight:109 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=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=-0371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=-4267/0,11-12=_4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=-910/0,4-38=0/810, 6-38=704/0,6-36=0/603,8-36=496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. '/O P R OF�s 2)All plates are 1.5x3 MT20 unless otherwise indicated. 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 r,, 0,GI NEF,Q s/O29 be attached to walls at their outer ends or restrained by other means. cc 87022PE r / N . CV -v (CN -' OREGON rye 400 '-3b 6"41 B ER " ; °s / . HE r• EXPIRES:06/30/2017 November 30,2015 9 l ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. le k Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile ' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII QuaBly Crileria,DSB-B9 and BCSI Building Component Safely Intormafion available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Suite 109 SuiteCitrus Heiahls,CA 95610 Symbols Numbering System General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths offsets are indicated. I Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 11% Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'T " iiiikICl-2 C2-3 /16 2. Truss bracing must be designed by an engineer.For 4501 wide truss spacing,individual lateral braces themselves pillpa� may require bracing,or alternative Tor I �� p bracing should be considered. O o ■ _ 2 3. Never exceed the design loading shown and never OU stack materials on inadequately braced trusses. ~ c-� cs c 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 plates 0-hd' BOTTOM CHORDS - designer,erection supervisor,property owner and from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each IMIIMII joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is anon-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Trusses are designed planein all respects,equal to or better than that i� Indicated by symbol shown and/or g ed for wind loads in the of the specified. lill by text in the bracing section of the truss unless otherwise shown. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. Lumber design values are in accordance with ANSI/TPI 1 spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 111 Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■M reaction section indicates joint ©2012 MiTek®Ali Rights Reserved approval of an engineer. - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI NMI lell 1... 018.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, i i!' Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 .... int MiTekl MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,‘(,,c0 PROpess F ` 89200PE 9f ©yam OREGON kJ /Q. ay14 '1° P RR l l V— t =III:* " November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 BC: 2x6 KDDF #16BTR 2- 3=(-1154) 386 5- 6=(-265) 1199 5- 3=(-41) 57 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2T9 OPACIOR AT EASGG UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 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 = -0.031" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.054" @ 9'- 2.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 Design conforms to main windforce-resisting 5-11-11 3-04-10 5-09-11 system and components and cladding criteria. '1 4320# +f2S# 1' Wind: 140 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-5x6load duration factor=l.6, 9.00 Q 9.00 Truss designed for wind loads Vele' ...41!Ilij, in the plane of the truss only. o o o oCD 1♦+ 5 6 ♦a 4 I I o M-3x4 M-3x4 M-1.5x3 M-3x9 J• l 1- is 5-09-11 3-08-07 5-07-15 01p R t0Fe .. 4r. :9200P v JOB NAME : 3413-D POLYGON NW - Al Scale: 0.3884 ; !! �'r WARNINGS: GENERAL NOTES, unless otherwise noted i OREGON f'i y�l )eCr. 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual �j " �OOff71 E��,rr�O�I VV I tZ, Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 4•. ✓7 [� 2.2c4 compression web bracing moat be installed where shown i. Incorporation of component is the responsibility of the budding designer. ib �'l' 14 2.V '"`- 3.Addhlanal temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom unlesschob to be lateretty braced al s Is the re sibll I the erector.Additional I bradn / T o.c end at 10 a.c respectNely braced throughout their length by �+" { spun tty o permanent g a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f; R y DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.Zi impact bridging or lateral bracing required where shown v o 4.No load should be appted to any component until after ad bracing and 4.Installation ofbues Is the responsibility of the respective centredar. SEQ.: K 15 612 9 3 fasteners are complete and at no time should any loads greater than 5.Design assumes Misses are to be used in a non-corrosive environment, and TRANS ID' LINK design loads be applied teeny component. Design ssumear"dry sondttiorimasa. s.Compurrushas nacontrol over and assumes noresponsibility for the 6 nDe sasssconesImlbearngaiallsupportasirown.Shimorwetlge1/ EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design s:umesadequate drainage isprodded. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.plates shall be boated on both faces of truss,and placed so their center TPIM/ICA M SCSI,copies of which 0111 be furnished upon request. Ines coincide idre with Joint of t center in lines. 8.Die MiTek USA,Inc./CompuTrus 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 IS'- 2.0" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 WEBS: 204 KDDF STAND SPACED 24.0" O.C. 2-3=(-576) 209 6-5=(-122) 533 6-3=(-127) 395 LOADING 3-4=(-576) 204 6-4=(-200) 195 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' 9-5=(-759) 228 BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -85/ 637V -125/ 1250 5.50" 1.02 KDDF ( 625) 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQDIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" 7-07 MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.999" 7-07 1 MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" 1' T f T f 12 IIM-4X4 12 Design conforms to main windforce-resisting 9.00 Q 9.00 system and components and cladding criteria. 4.0" Wind: 140 3 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '�p� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), RII load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, M-1.5x3 M-1.5x3 2 r' 0 co (s a Dam e 1.. 6 ��1 M-3x4 M-3x8 6 0 M-3x4 0l y y 7-07 y 7-07 • 15-02 y px DPipe �C3 rAGN�r� % 89200PE 9�" JOB NAME : 3413-D POLYGON NW - A2 Scale: 0.3509 WARNINGS. GENERAL NOTES, unless otherwise noted 1M� /y„ Truss: A2 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 7L OREGON Ct. and Warnings before conatrualon commences bulling componentApplicability of design parameters and proper 7 sem, k4! 2.2s9 compression web bracing must be Installed where drown a, incorporation of component h the responsibility of the building designer. V' 3.Additional temporary bracing to Insure stability during mnstfualon 2.Design assumes the top and bottom aeras Ie be nWen*aagha braced et ' y Q ��*.. Is the responsibility permanent bracing of 7 o.c,and at sheathing10' reapeclNety unless braced throughout their length by •4a eponstbNM/of the aroctor.AddAbnal DATE: 11/30/2015 the overall structure is the responsibility of the building designer. Is Impact continuous dgig5,such as are requirediMere s ess,*tlrywaA(BC). .v �,'�� 3.In Impact blftrlsg or lateral bracing responsibility of the Mere shown a a C: SEG.: K1561294 4.No badshould mlete applied to any component untilany ager ailbracing and 4.DeRgelassofbuss is the are to o beueofinnreapedosi contviron fasteners are complete and el no time should any pads greater than 5.ledge assumes trusses are lobe Used in a non-corrosive environment, TRANS I D: LINK design leads be applied to any cornponerat, and are for'Dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fail bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment and installation et components. 7,ledge assumes adequate drainage is prodded. EXPIRES:12/31/2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPI/WICA in BCSI,copies of which wit be furnished upon request. Nnee coincide wih Joint center lines. Software 7.6.6(1L}E 9.Digits indicate sire of plate In inches. MiTek USA,Inc./CompuTrce Soft 70.Far basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-309) 1116 5-2=( -306) 1699 BC: 2x6 KDDF #185TR SPACED 29.0" O.C. 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1938) 375 3-4=( -15) 7 6-3=( -197) 180 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -359/ 1490V 0/ OH 5.50" 2.30 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.359" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5x3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 9.00 Truss designed for wind loads in the plane of the truss only. M-3x6 0 c 11 in -,4 pl-AMMENNINIIMMEMINIII 111121 I M-3x4 M-3x8 M-4x6 ), -012100 +637# y PROF 8-00 c1NEe� of e) e �� 89200PE r JOB NAME : 3413-D POLYGON NW - AGIRD Scale: 0.4369 . -1 WARNINGS: GENERAL NOTES, unless otherwise noted' V OREGONCr ��/ 1.Builder and erection conlredor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an individual 'i, vv Truss: AGIRD and Warnings before construction commences. building component Applicability of design parameters and proper Lrn 'i,q} ! Ye p 2.2x4 compression web bracing mud be Installed where shown r. incorporation of component Is the responds to of the buildingbra dealgnel. _T F sV. 3.Additional temporary bracing to Insure steb811y during construction 2.2 0 0 assumes 10 aota top and vel u ess ba to de throughout braced etby ^ 2 continuous and el 1 P hin respectively as ply unless braced/7C)and/or their langur). 4 fiR i l- G. Isthe responsibility of the erector.Additional permanent bredng of wnilnuow eheething such as plywood sheathing/7C)end/or tlrywall(BC). V DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown• • SE K 15 612 9 5 4.No bed should be applied to any component until alter all bradng and 4.Installation of truss la the responsibility of the respective canoed r. 4• fastenem are complete and at na time should any loads greater Man 5.Design assumes Iruaaes are to be used In a non-cormdve environment, design loads be applied to any component. and are for"dry condition"of use. TRANS D. LINK 6.Design assumes lull bearing at all supporta shown.Shim arwedgeit EXPIRES:12/31/2x15 S.CompuTrua has no control over end assumes no responsibility for the ,nceseny, 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 fart by e.Plates shall be located on both faces of truss,and placed sa their center TPI,W1 IA In SCSI.copies of which a til be furnished upon request. S.Ines ss indicate tot joint center lines. pleb inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E /0.Far basic connector plate design values see E5R•1311,ESR-1868(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 1305. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORDBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIP 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f ,r MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads loo in the plane of the truss only. 0 0 H I .-1 O 00 I f '/ o -, 1 M-3x4 y 1-00 y (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 y ,c) P R OF4- co 2 `t' 89200PE ter'' JOB NAME : 3413-D POLYGON NW - AJ1 Scale: 0.6771 411.... .. . WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: AJ1 Badder end erectioncontractor should be advised of all General Notes This design k based only upon the parameters shown and Is or en individual s� OREGON j -. and Warnings before construction commences. building component Applkablle/of design parameters end proper JJ�_ /(} s�� s, 2.2c4 compression web bracing roup be installed where shown a. Incorparallon of component Is the responsibility of the building designer, e'^- %,�} �` - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be throughout braced et "/K -7 14 s SV) �... Is the responsibility of the erector.Additional permanent bracing at Dec.. and at 10 o c.respeclNety unless braced throughout Ihek length by V �t DATE: 11/30/2015 the overeN structure is the responsibility of the building tleelgnar continuous sheathing or such as plywood sheathing(TC)and/or tlrywaN(BC). 'V, IO- lateral 3,2t Impact bilging or bracing required where shown.. (y;"F.21 SEQ.: K1561296 4.No load should be applied to any component until after all bracing and 4.Installation of Was Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-conaslve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.ofuse. 5.CompuTrus has no control over and assumes no responelWlity for the 6.Design assumes NII bearing at eh supporta shown.Shim or wedge If fabrication,handling,shipment end lnetalktlon of components. 7.Design seumas adequate drainage ISprovided, EXPIRES: 12/31/2015 S.Thls design is furnished subject to the limitations set forth by 8.Plates shall be located an bath feces of truss,and placed so their center November 30,2015 TPW/TCA In BCS(,copies of which will be furnished upon request. Ines coincide with faint center line. Kick USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Digits Indicate Wit of plate In Inches. 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 68 2-4=(0) 0 TO: 2x9 KDDF #14BTR LOAD DURATION I24R0ASE C 1.15 2-3=(-85) 72 BC: 2X9 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.SN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIP 0'- 0.0" -39/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ 0H 1.50" 0.21 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" 1' 1' MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 7 3 -/ Design conforms to main windforce-resisting '� system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 'o in the plane of the truss only. 0 0 no o F o c cu M-3x4 y l y 1-0oI s-oo , '(} PRQF'4scS' PROVIDE FULL BEARI NG;Sts:2,3,9 Nco NGtNE °C) G- 8 2OOPE ar JOB NAME : 3413-D POLYGON NW - AJ2 Scale: 0.5814 WARNINGS: GENERAL NOTES, unless atherwlaenoted: OREGONill. Cr �1/'. 1.Builder and eredlon contractor should be advised of all General Notes 1.lidsldesigning is based Fngk esthe ility aeaimetesshowngn and h for proper mdWdual y*4 Truss: AJ2 end Warnings before construction commences. buIncorporation of component la the rcWanNblity of the building designer. �' /\ ' 14, 2P 2.204 compression web bradng must be Retailed where shown*. 2,Design assumes Me top and bottom chortle to be laterally braced at �./ All 'Y i ,�'j�� 3.Additional temporary bracing to Insure etaNl8y during construction 7 o.c,and at 10'cc.respedhely udese braced throughout their length by �M jJ Is the responabillty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7��R RAT- DATE: ` DATE: 11/30/2015 the overall structure I.the responsibility of the building designer. 3,29 lmped bridging or lateral bracing required where shown e SE K 15 612 9 7 4.No load should be applied k any component until after all bracing and 4.Installation of truss is the respansibllty of the respective contractor. 4• fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component and are kr"dry condition'of use, TRANS ID• LINK responsibility 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 S.CompuTrua hes no control over and assumes no re 16II kr Me necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,20.I 1 5 6,Thi design Is banished subject to the limitations set forth by 8,Plates 0591 be located on both races of Kusa,and placed so their center TPNNfCA In SCSI,copies of which wig be furnished upon request. 9.Digits Indicate she e with o/plate Inint rIncches. MITek USA,Inc,/CompuTrue Software 7,6.6(1L)-E II.For basic connector plate design values tee ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&RT R; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3432 3-10=( -89) 317 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. BC: 2x6 KDDF #168TR2- 3=(-4549) 913 10-11=(-798) 4408 10- 9=( -254) 1451 WEBS: 2x9 KDDF STAND 3- 9=(-9451) 924 11-12=(-663) 3827 10- 5=(-1361) 301 LOADING 4- 5=(-3540) 778 12-13=(-663) 3827 5-11=( -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-9929) 968 13- 9=(-46I) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. EON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"01. UON. 6- 7=(-2555) 552 12- 6=( 0) 136 TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 439 8- 9=(-3379) 650 7-13=( -290) 1574 NOTE: LL = 25 PSF Ground Snow (Pg) 13- 8=( -121) 208 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 144H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL. BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. .s For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5sf AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. p ) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting 7-11-11 11-06-10 system and components and cladding criteria. T f 7-11-11 '� f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3-11-12 3-11-15 (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), 1 f 45989 f T f f f load duration factor=1.6, 12 Truss designed for wind loads M-9x6 M-4x8 12 in the plane of the truss only. 9.00 7 4 M-3x6 M-4x8 N9.00 40' 5 T2>1.5x33 /7M15x3 IX/ .d- : CD g" MEM xM-3x8 0.25" M-1.5x3 M-3x10 M-3x8 **9 0 M-7x8(5) y ) 1940# b l l �t '• P (�� .us 7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 <t,r =1-00 27-06 9 �}11- � �r- JOB NAME : 3413-D POLYGON NW - B1 Scale; 0.2299 `7' WARNINGS: GENERAL NOTES, unless otherwise noted' 1110 Truss: B1 1.Builder and erection contractor should be advised of all General Notes t.This design le based only upon the parameters shown and is for an Individual 7 A OREGON j+� and Warnings before construction commences. balding component Applicability of design parameters and proper ,4 Y./ 2.Seo compression web bracing moat be installed where shown.. Incorporation of component Is the responsibility of the building designer. "'^ ='l c 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to M latarafly braced at _7 f W 4 is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'c.c.reapactivety unless thin throughout their length by v DATE: 11/30/2015 the overall structure is the responsibility of the banding designer. conllnuoua ehealhlOr such as plywood aheelhi�lg(TC)end/or drywea(BC). '1467i �+ 4 No load should be applied to an 3 in Impact bodging le thlate predrill ty of the where shown ne L,- SEQ.: K1561298any arta,an bracing and 4.matagananmwaa la me reapowmoly or the respective comreaa, fasteners are compete and at no time should any roads greater then 5.Design assumes trusses me to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. and Ste lot drY oendlien Oils.. 5.CompuTrus has no control onward assumes no responsibility for the S.Oecsieea assumes full bearing et en supports shown.Shim or wedge If EXPIRES: [ ly �7 (1 fabrketlon,handling,shipment end installation of components. ry' cls( ll�il, 1 G�47"I./2 W 1 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage a is truss,e end 30,201 5 e.Plates shell be located on both laces of boas,end plamd so their center TAIMOCA In SCSI,copies of which will be furnished upon request. Imes coincide with jolts center linea. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digit.Indicate size of plate In Inches. to.For basic connector plate design values see ESR-1311,ESR.1 gee(MITek) IMMMINIMIIMIMMMMIMIMIMIIMMIMMIIMMIMMMIMMIMMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 BC: 2x6 KDDF #1611TR SPACED 24.0" O.C. 2-3=(-662) 146 5-6=(-156) 688 2-6=(-276) 128 WEBS: 2x4 KDDF STAND 3-4=(-488) 138 6-7=( -72) 116 6-3=( -52) 288 LOADING 6-4=(-224) 1174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" BOTTOM CHORD CHECKED FOR lNPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" 9" oc in 2 rows) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x4 webs. a* For hanger specs. - See approved plans 6-02-11 1-09-05 Design conforms to main windforce-resisting f f 'fsystem and components and cladding criteria. 3-03-13 2-10-14 1-09-05 ' 'i '' Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 load duration factor=l.6, 9'00 M-3x4 End verticals) are exposed to wind, 3 Truss designed for wind loads -9 in the plane of the truss only. 440,1 M-3x9 44 of 0 I @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. oes= 101 11 IL o wv.:-..sa 5 6 of M-3x4 M-1.5x3 M-6x8 M-3x8 y J• +121# +63,7# +233,0# 3-02-01 2-08-13 2-01-01 k , O PRO .4s y oc co ty�y' 4VV 1r e oo 4C�` 8 20aRE -7 � JOB NAME : 3413-D POLYGON NW - BGIRD w Scale: 0.3864 !. ...-' `. . mo GENERAL NOTES, unless otherwise noted. ~ OREGON [/e WARNINGS: R O v t.Builder and erection contractor Mould be advised of ail General Notes 1.This design b based only upon the parameters Mown and D for an Indlvldual b. Truss: BGIRD and Warnings before construction commences wilding componentApplicability of design parameters and proper �Q t,, Gla)4 g.DA compression web bracing must be installed where shown+. AS, At Incorporation of component Is the responsibllty of the building designer. GOO /j" 1 A S 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom Moble to be bterafly braced at M' 1. Ism,responsibility of the credo,.Additional permanent bracing of continuous sheathingrsuch as plywood sheething(TCunless braced )and/or drywal(hout their BC). R+ R` A' DATE: 11/30/2015 the overall structure Is the responsibility of the wilding designer. 3.2x Impart bridging or lateral bracing required where Mown as SE K 15 612 9 9 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responalbltty of the respectNe contractor. 4• fasteners ant compete and al no lime should any bade greater than 5.Design mums trusses are to be used In a noncorrosive environment, design pada be applied to any component. and are for"dry condition"or use. wedge TRANS ID LINK porta N 6.Design aawme,MtbearingataAwpportssbown.Shim orwe if EXPIRES:`12/31/2015 • 5.ComWTwa hes no control over end assumes no res @III for necosary. fewwllan.handling.shipment and installation of components 7.Design assumes adequate drainage is provided. November 30,2015 e.Thio design la famished wb)ad to the Imltationa sat forth by 8.Plates shell be located on both faces of trues,and placed a their center TPIrMICA In 13101,copies of which all be furnished upon request. S.fines coincide with(slot slticcenter lines. in inches. MITek USA.Inc.lCompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ES11-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-00-00 HIP SETBACK 8-00-00 FROM END WALL TC: 2x9 KDDF #1&BTR; INC 2012 MAX MEMBER FORCES 9-429 18901.10 2x6 KDDF #ls BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605)) 5757 13- 3=( -929)) 1890 19- 8=1 -207) 891 BC: 2x6 KDDF #16BTR 2- 3=(-7419) 2118 13-14=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 836 BC; 2x9 ROOF STAND; LOADING 3- 4=(-5690) 1758 19-15=(-1308) 9972 14- 4=( -13) 389 9-20=( -462) 1832 LL = 25 PSE Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 9-15=1 -286) 113 20-10=( -126) 251 2x9 DF 2900F A; TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1968 16-18=1 -67) 201 15- 5=( -468) 1971 2x4 KDDF #16BTR B TC SNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7-(-5998) 2163 18-19=(-1790) 5984 15- 6=(-2225) 941 TC UNIF LL( 50.0)+11( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-9955) 1796 19-20=(-1581) 9909 6-17=) 0) 452 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 39'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=1 0) 196 BC LATERAL SUPPORT G= 12"OC. UON. 9-10=(-4769) 1588 17-17=(-1270) 5659 TC CONC LL( 966.7)+51( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-9869) 1558 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 18- 7=) -270) 659 NOTE: 2x4 BRACING AT 24"OC VON. FOR 18- 9=( -399) 374 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-19=( -932) 360 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 9.7" Allowed = 1.659" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 3-11-15 Design conforms to main windforce-resisting T 12 T 597.30# f f f 4597.30# T system and components and cladding criteria. M-5x10 12 Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 S -M-6x6 M-3x8 .M-9x9 M-5x8 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), 8 load duration factor=1.6, T2 • Truss designed of only.for wind loain the plane f the truss nly. M-3x9 4 + M-1.5x3 M-3x8 A t o 3 M-5x12 / SMI o NN 13 14 15 1 17' 0000/0"..M-7x8 M-3x4 M-4x10 0 16 0 o M-1.5x3 M-4x12 0.259 M -3x10 M-3x10 1 2 0 M-3x4+ M-7x10 M-7x8(5) a 3.75 M-3x4+ 12 y y-Oy y y y y y y yip P f OFA), S-O8�-OS-112-07-07 5-10-03 y 4-11-08 3-11-11 4-01-07 7-06-09 1-0y-05-08 10-09-08 20-09 y 0 +5 \AGINk'9 U'/" 1-00 39-00 89200PE JOB NAME : 3413-D POLYGON NW Cl a Scale: 0.1604 =Y• [��'//y�'J�y.)+�9 WARNINGS: GENERAL NOTES, unless otherwise noted v" 4, Truss: Cl 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an Individual )9tt C17f Y(l j+ and Warnings before construction commences building component.Applicability of design parameters and proper // V C l,.l V I Y 2.b4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. y�O "-i k 2 $- 3.Additional bracing to insure stability during construction Z Design assumes the lap act bottom unless braced to be laterally braced al 7 Is Me responsibility of the erector.Additional permanent bracing of T o c and et 70'o c.respectively throughout Meir length by a yy. DATE: 11/30/2015 the overall structure laMeresponsibility ofthe building designer, cebopctridgdhmglatchas lbpyvroaduiredwere)own+dryweg(Bc). 7Lr,RA'L� 'Itt S EQ.: K 15 613 01 4.No bad should be applied to any4.In Impact bridging erel pradng ry of the where shown t a !w component anynty lead g bracing and 4.Dsiagntas umbar is thesresponsibilityareused of an-corrosive contractor. fasteners le ere a applied and at no time should loads greater than 5.and aorumysondieause.be in a nkn<arrosve anvlranrtronl, TRANS ID: LINK dedgnbaaabsappieabanycomponem. and areror^arymnmtian'ofte.. 5.CompuTrue has no control over end assumes no reaponsbllny forma 6.Design assumes full bearing at as supporta shown.Shim or wedge if ry p fabrication,handling,shipment and Installation of components. EX r n ES' C 12/31/2015/7 /ry o i 8.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 1 rl C V G!i7 L I TPIANICA in SCSI,copies of which will be furnished upon request. 8 Platesnecoincide 086)061 center lineae of truss,and placed so their center tel 30,2015 MITek USA,Inc./CompUTNs Software 7.6.6(1 L)-E B.Digits indicate size of plate in inches. 10.For bask connector plate design values see ESR-7311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" i IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 68 2-4=(0) 0 TC: 2x9 KDDF #1&BTR LOAD DUSPTIED I2CR0ASE C 1.15 2-3=(-129) 101 SPACED 29.0" O.C. BC: 2x4 KDDF #16BTR TC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 12.0 BC LATERAL SUPPORT <= 12"OC. UON. PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -34/ 976V -50/ 165115.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 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 IL DEFL = -0.002" @ S: L L/24 Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.957" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 4 I MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 12 ( Wind: 140 mph, h=21.9ft, 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. to 0 0 I oI "I .ErIAIIIMIMMIMMIMMIMIMIMI o �� 9 OOMNI o M-3x4 l y l 1-00 6-00 CC,9,0) 'PROVIDE FULL BEARING It 2,9,3 I 444Cs I -- � NL+` N Ek /0 zr 89200PE C,." JOB NAME : 3413-D POLYGON NW - AJ3 -- /11111,00" - Scale: 0.9979 , WARNINGS: GENERAL NOTES, unless otherwise noted WO OREGON ,� 1.Bolder and erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: AJ3 ant warnings before conetmdien commences building component Applicablley of design parameters end proper I"/� C�. AA, _L Incotporotbn of component le the responsibility of the building designer. 7" �yT 2.244 compression web bracing mud be InMalkd where shown v. 2.Design assumes the top end bottom chorda to be leNrally braced at 1 41a [_ 3.Additional temporary bradng to Insure stability during construction T o.c.and at 17 a.c.reepsnthsly udese bntttl throughout their length by M; F:1 s�'t Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as pywood sheething(TC)and/or drywel(BO). C 104.- DATE: 11/30/2 015 the overall structure Is the responsibility of the building designer. 3.Pa Impact bridging or lateral bracing required where shown•c 4.Na bad should be applied to any component until after all bradng and 4.Installation of buss is the responsibility of the respecHNe contractor. SEQ.: K 15 613 0 2 fasteners are complete and at no time should any loads greater than s.Design assumes In,sses are to be used Ins nootono&ve environment, and are for"dry condition'of use. TRANS ID' LINK design loads be applied to any component. B.Design assumes ldlbearing ataasupports shown.Shlmorwedge if EXPIRES: 1 /3.1/2015. " 5.CompuTma has no control over and assumes no rasponslbllHy for the necessary. fabrication,handling,shipment and lndaAsticn of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.lines Plates she llocated dl centerboth thifaees of trues,and placed so their center TPINvfCA In SCSI,wpbs of which 3411 be furnished upon request. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 16 For basic connector plate design values see ESR41371.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 ROOF #16 BTR SPACED 24.0" O.C. 2-3=(-198) 177 TC LATERAL SUPPORT <= 12"OC. DON. 3-9=( -94) 36 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 CORE BEG REQUIRED ERG AREA OVERHANGS; 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -29/ 377V -69/ 2010 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/100 4 --,v MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.959" 0 MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.007 0Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 0 llID 0 0 0 o 5.2 0 M-3x4 y l y .1- 1-00 6-00 1-05-15 ,iikt` p R 'PROVIDE FULL BEARING;Sts:2,5,3,4 I ,<(.. GIN 19.64./ 414 17 4t* p;.4.. 89200PE \ JOB NAME : 3413-1D POLYGON NW - AJ4 Scale: 0.4704 'f'w1-. 4 WARNINGS: GENERAL NOTES, unlessotherwise noted. - Truss: AJ41Bunaerand eradioncoMredarshoawbeadvised oraNGeneral Nmea This design Abased only upon the parameters sho and is for an individual 37 OREGON t4/� and Wain ngs before construction commences. building component Applicability of design parameters and proper '` 2.5r4 compression web bradng must be installed where shown* Incorporation of component Is the responsibility of the budding designer. /.0 ll1,44 19 k 1 4 2.° 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced et _7 is the responsibiNly of the erector.Additional permanent bracing of 2o.c.and et/0a.c.reepectivety unissbreceng)TX)throughout their length by //�N�} s {"), DATE: 11/30/2015 he overall structure Is the responstbtiry of the building designer, continuous sheathing such as pdwaotl required sheathing(TC)and/or drywall(BC). kTR fl I r..� VP' 3.5t Impact bridging or lateral bracing where shown t SEQ.: K 15 613 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the reapectNe contractor. fastener:are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design wads be applied to any component. end are for"dry condition'of use. 8.Design somas full bearing al all supports Molt Shim or wedge II 5.CompuTos has no control over and assumes no responsibility for the 12/31/2015/31/2 0 1 fabrication,handling,shipment and installation of components. ry' 6.This design is famished subject to the limitations set forth by 7.Design assumes located onate to truslse November 30,2015 8.Plates coincide se loceletl on both laces of truss,and placed so their center TPRWTCA in BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. Software 7.6.6(1L}E 9.Digits indicate sin of plate in inches. MITek USA,Inc./ComjwTluS SO 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 B-17=(-132) 673 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 LOADING 4- 5=(-1831) 493 19-16=( -9) 60 13- 5=(-191) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1662) 508 17-10=(-317) 1430 6-15=( -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 14-15=( 0) 90 8- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 16- 7=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 7-17=(-503) 166 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 2-07-04 3-06-05 3-10-02 f3-03-05 5-05-11 5-03-10 4-10-11 5-01 1 , I I 1' 1 1 4 4 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 M-4x6 M-4x6 9.00 7 S M-3x4 M-3x8 Q 9.00 Wind: 140 mph, h=22.9ft,Enclosed, at.2,L=6.0, ASCE 7-10, 6 .7 (All Heights),w load duration factorsid6 Cat.2, Exp.B, MWFRS(Di r), %./. Truss designed for wind loads in the plane of the truss only. M-3x4 NIN 5x3 M-1.5x3 3 o M-3x640411/1/ -_- iaa.a0aoor+^. Z -fL M-3X6 0 1519 ,�Zfi17- o I M-5x10 I M-1.5x3 0.25' M-3x8 M-3x6 to M-3x4+ M-5x8 -M-6x6(5) a 3.75 M-3x4+ 12 ), y l l . l ,cO PAOfip' 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 b l �� �yS'(��.. J, y y y 20-09 1-00 t? `� �A,.. 1-OQ-OS-06 10-09-08 y 34-00 y ,e -89200PE �� JOB NAME : 3413-D POLYGON NW - C2 Scale: 0.1604 WARNINGS: GENERAL NOTES, tiny up on the se parameters TSG "., OREGON�o� /. Iiir Cr 1,Builder and erection contractor should be advised of all General Notes 7.This design Is baud only upon the panmelare shown and is for en individual ''Sj Truss: C2 and Warnings before construction commence. building component.Applicability of design parameters end proper �y y�3[� 2.2i4 comproulon web bracing musi be:staged where shoos incorporation of component Is Sre reaponsibgt5 of the building designer. <CI -7�' 1 4 a f. �-; 3.Additional temporary bracing to insure stability during construction 2.Design assumes l 0he top and bottrespectively unless droMa le d ced t laterally ureter W V `'v h by la the responsibility of the erector.Addiional permanent bracing of 2 ntinuouashi athingrnook as plywooe heath ng(TC)throughout drywal(BO). 418 DATE: 11/30/2015 the overall structure is Me responsibility of the building designer. 3.4a Impact bridging or lateral bracing required where shown a s Pi R.11'� 4.No bad should be applied to any component uMI after all bracing and 4.Instalation of truss is the responsibility of the respective contrador. SEQ.: K 15 613 0 5 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used n a noncorrosive environment, and are for'dry condition.'of use. T RAN S I D: LINK assign Weds be apples to any component.5.CompuTms hes no control over and assumes no responsibility for the 6.Design assumes full bearing al a8 supports shown.Shim or wedge If EXPIRES:1 2 131/201 5 fabrketlan,handling.shipment and installation of components. 7.Design amines adequate drainage Is provided. November 30,2015 LJ 47 L 8.Tha design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed m their center TP WITCA In SCSI.copes of which will be furnished upon request. linea coincide with Joint center line. 9.Digits Indnele ske of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L).E 10.For basic connector plate design vales tie ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF N1r<BTR 1- 2=( 0) 68 2-14=(-499) 2157 14- 3=( 0) 331 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2898) 727 19-15=(-381) 1629 14- 4=(-150) 618 3- 4=(-2569) 758 15-17=(-359) 1669 9-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=1 -19) 60 15- 5=(-216) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 5- 6=( 0) 0 18-19=(-353) 1601 15- 7=(-539) 204 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1911) 539 19-12=(-901) 1430 7-17=( -13) 234 TOTAL LOAD = 92.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 NOTE: 2x9 BRACING AT 24"OC UON. FOR 8-10=(-1298) 511 17-16=(-339) 1550 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8=( -63) 149 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=(-1718) 577 18- 8=1 -90) 117 12-13=(-1940) 561 0-19=(-143) 673 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12-13=( 0) 68 10-19=(-143) 673 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1592V -197/ 1976 5.50" 2.97 RODE ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 11-11-11 MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" T 10-o0-1Q 11-11-11 MAX TL CREEP DEFL= -0.187" @ 13'- 9.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 2-07-04 3-06-05 3-08-01 2-021.-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" T 10-00 10-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 12 M-9x6 12 0.00 p 6 M-3x9 M-3x8 0-4x6 Q y DD Design conforms to main windforce-resisting e , system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5x3 1- 1 in the plane of the truss only. / + M-1.5x3 , .3 o M-3x6 c 1 A 15 r �17 a. I M-5x10 M-3x8 oI M-115x3 0.25 19 \1 3o M-3x4+ o ho-5x6 -M-6x6(11) M-3x8 M-3x6 to .... 13.75 M-3x4+ 12 l l 1 l y y l tN' P afi�S J' 2-05-08j 7-02-07 3-08-13 y 5-02-03 5-09-03 9-07-15 1-oy-os-os 10-09-08 20-09 Oo �,‘j'S.. tyGI1V.€E;s' (P/0:0, 39-00 89200PE �r"" JOB NAME : 3413-D POLYGON NW - C3 �.� Scale: 0.1604 ,r OOP WARNINGS: �IF+e ._.. 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless of the p e noted ,. Truss: C3 1.This design is based only upon the parameters shown and le for an individual .�y� OREGON )/- and Warning.before construction commences. building componentApMicabiley of design parameters and proper L V fl 4,JI V A, v./ 2.2c4 compression web bracing must be Instated where shown+ Incorporation of component lathe rcsponstbAlry of the building designer. �Q ,4y \1^4"N. 3.Additional temporary bracing to Insure stability during construction 2.Design and tO the top end bottom chords to be throughout braced at -7 A y Is the responstbllty of the erector.Additional permanent bracing of 2 titin at 10 o.c.such as sly plywood a braced their length by "Y DATE: 11/30/2015 the overall structure is the respondbllry of the bottling designer. continuous sheathing sueh as acingre it el where shown and/or tlrywaN(BC). RR �. t. SEQ.: K1561306 4.No load should be applied to any cont4.Installation cibnt truss is the responsibility required the whpretihewn♦a component until after all bracing and 4.Inatapallon of tract is the ere of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a nonroomobve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"Muse. 5.Compurrus has no control over and assumes no responsibility for the B.DC stceceassumes SAI bearing at all supports shown.Shim or wedge If �( f7 i �QJ.p r7 fabrication.handling,shipment and Instalbtlon of components. "y' EXPIRES:.:i /ti71/LQ15 6.This deign is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is russe and 30,2015 B.Plates strait be located on botthh faces of truss, plecetl so their center TPVWTCA in SCSI,copies of which Mil be fumiehed upon request. lines coincide with joint center linea. Diggs Indicate erne of plate In inches. MiTek USA,Inc./ComproTrus Software 7.6.6)1L)-E d .IO For basic connector pbte design values see ESR-1311,ESR-18118(MITek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x9 KDDF #1&BTR LOAD DUSPAIED I2CR0"SE = 1.15 WE: 2x9 KDDF STANTR SPACED 29.0" O.C. 2- 3=(-1962) 915 10-11=(-210) 1514 3-11=(-476) 245 3- 9=(-1502) 458 11-12=(-140) 1146 11- 4=(-152) 556 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1084) 434 12-13=(-240) 1442 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 Pup 5- 6=(-1084) 434 13- 8=(-239) 1999 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 8=(-1962) 415 12- 7=(-476) 295 TOTAL LOAD = 42.0 PSF 8- 9=( 0) 68 7-13=) 0) 294 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) 34`- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 1' 1' � 1' Design conforms to main windforce-resisting 7-02-12 6-08-15 3-00-05 3-00-05 6-08-157-02-12 � system and components and cladding criteria. 1 f •f f f 12 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4X6 ' 9.00 load duration factor=1.6, 9.00 4 M-5 x4 . Truss designed for wind loads y 5 in the plane of the truss only. M-3x4 M-3x4 3 O N O 2 ...-----.1--------.-4-,------a-...........-----..- ,,.- 10 11 12 13 o t��y c I -3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 1 ec,c) ('Rox.t, M-5X8(S) M-5x8(S) '3\ GINE (I/ J• y 1 l l J• eSsFri d 7-01 6-06-15 6-08-03 6-06-15 7-01 y l 41 '- 1 l 1-00 '4 89200PE r" 1-00 34-00 JOB NAME : 3413-D POLYGON NW - C4 sale: 0.1602 .al. WARNINGS: GENERAL NOTES, unless otherwise noted: VRE�+©IV �,�I. 1.Bader and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and Is for an Individual J�_ y� Truss: C 9 and Wamings before conetrucllon commences. building component.Applicability of design parameters and proper 4.. r'f, ha A 2.2a4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibElty of the building designer, _▪ T V P 2.Design assumes the top and bottom chords to be leteraNy braced et /• w}�' s {]. 3,Additbnal temporary bracing to Insure gabllily during construction T du and at 10'o.c.respectively unless braced throughout their length by '-! L� �r'f la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plyeond ehealhing(TC)end/or drywal(BC). DATE: 11/30/2015 the overall structure is the responsibility of the adding designer. 3.2a Impact bridging or lateral bracing required where shown*a rt 1 SE K 15 613 0 7 4.No load should be applied to any component untN after abracing and 4.Installation of truss Is the responsiblpty of the respective contractor, 4. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a rwn<orrosive environment, design loads be applied to any component. and are forMNfull b on'of use. TRANS ID LINK 8.DesignaswmeanmbsaringeteNsuppod.shown.Shan orwedge g EXPIRES:12/31/2015 ft.CompuTms hes no comrol over.rad assumes no reaponafolllN ler the necessary. fabrication,handling.shipment and installaon 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 shal be located on both faces of truss,and placed ao their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate sire of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6,6(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 I- 2=) 0) 68 2-12= NC: 2x9 KDDF #1613TR SPACED 24.0" S.C. (-313) 1521 12- 3=( 0) 299 WEBS: 2x9 KDDF STAND 2- 3=(-1962) 527 12-13=(-319) 1520 3-13=(-475) 232 3- 9=(-1502) 569 13-14=(-183) 1199 13- 4=(-181) 567 LOADING 4- 5=) 0) 0 19-15=(-339) 1992 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=)-1089) 516 15-10=(-333) 1999 6-14=(-198) 125 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1084) 516 TOTAL LOAD = 42.0 PSF 4-19=(-176) 232 7- 8=( 0) 0 14- 9=(-976) 232 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8- 9=(-1502) 569 9-15=( 0) 299 LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -279/ 279H 5.50" 2.97 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.069" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 15-11-11 2_00_10 15-11-11 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-15 2-08-OID-OB-09-02 6-06-15 7-02-12 f MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" f >( ,r ,0 ,r fMAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 T 14-00 12 f 5 7 f T Design conforms to main windforce-resisting M-4x6 M-4x6 12 system and components and cladding criteria. 9.00 p 9 M-3x4 Q9.00 �'r Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �t. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M_5x8(S)" Truss designed for wind loads 0M-5x8(S) in the plane of the truss only. 0.25 .25" • 'r .V1. 0 4, taco 1 �''1 tail -3x5 M-115x3 10.25" 19 15 AII&N,„, 0 0.25" M-1.5x3 M-3x5 of CrD �ry4h... M-5x8(S) M-5x8(S) o 'SG. G R V 1 1 1 1 1 y l C' ANGINESR cS'jn 7-01 6-06-15 6-08-03 6-06-15 7-01 1 1 1-00 34-00 ! 1-00 z9 00PE �r" JOB NAME : 3413-D POLYGON NW - C5 Scale: 0.1602 :....)' Wm, WARNINGS: GENERAL NOTES, unless otherwise noted: • h.. Truss: C 5 1.Bulkier and erection contractor should be advised of al General Notes 1.Thh design Is based only upon the parameters shown and Is for err Individual .l P OREGON L "j'4 and Wamings bekre construction commences building component Applicability or design parameters and proper '444/ A 2x4 compression web bracing moat be installed where Mown-r. Incorporation of component Is the responsibility of the building designer. 0• .17 ' 4 e 2. �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom ass braced o be throughout breed at 7 T V Is the reaponabiilty of the erector.AddNbnal permanent bracing of 7 o c and et 10 o c reooN es plywoodly unless bread ori)their length by .(� 11/30/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as sheath here)end/or tlrywaN(BC). a.1 IO- DATE: NrJ 4.No load should be applied to 3,In Impact bridging or lateral bracing required where Mown++ F f SEQ.: K 15 613 0 6any component WIN alter ail bracing and 4.Installation of trues R the responsibility of the respective contractor. fasteners are complete and at no time should any Rads greater than 5.Design assumes trusses are to be used Ir a noncorrosive environment TRANS I D: LINK design loads be applied to any component. and are for dry condition"of use. S.CampuTma has no control over and assumes no responsibility for the 6.ne esee assumes full beating at all supports shown.Shim or wedge if EXPIRES: �I � � � �7�0 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design R fumished subject to the llm)atlons set forth by 8.Plates shallbe located en beth faces of truss,and placed so their center November 30,2015 TPEWICA In SCSI,copies of which wig be furnished upon request. lines coincide with Joint center Wes. MITek USA,Inc./CompuTNs Software 7.6.7(1L}E 9.Digits indicate sin of plate In Inches. to.For basic connector pole design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246) 204 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 4=( -60) 472 3- 4=(-1748) 460 11-12=(-153) 1254 4-11=(-615) 289 WEBS: 2x4 ROOF STAND LOADING 4- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 460 6-12=( -60) 4731748 7=(- ) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 12- 7=(-246) 204 TOTAL LOAD = 42.0 PSF 7- 8=(-1996) 412 8- 9=( 0) 68 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL= -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 T MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" 1' 1' 1' ' 1' 1' 1' MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 7 9.00 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. 5 .f+( id: Wind: 140 mph, h=25.6f t, TCDL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) M-5x6(5) load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 4 6 1 Cy M-1.5x3 Alppo,M-1.5x3 3 .11r/A11\k 0 0 /Adkh c _ nn I rI -3x5 1D 10.25" M-3x4 M-3x5 1 12 0 ��p PFiQxr M-3x4 f' 4' o M-5x8(S) �{,. l l 1 �� CINE r- f0 8-08-03 8-03-13 34-00 8-03-13 y 8-08-03 1-00 00 r 1-00 JOB NAME : 3413-D POLYGON NW - C6 -+ 400, '� Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON C!'3(yN *` r)a 1.Builder and eredlon contractor should be advised of al General Notes 1.This design Is basednent.only Applithe cability parameters gnpar shownand rs diprefor rar Individual OREGO V.* '"V Truss: C6 and Warnings before bracing mon commences. builIncorporation of component is the responsiblty of the building designer. '�} �7 2.214 compression web lancing moat be installed where shown li 2.Design assumes the tap end bottom chorda to be laterally braced al s � 3.Additional temporary bradng to Insure stability during construction 7 o.c.and at/0'o.c.respectively unless braced throughout their length by �+. Is the responslbillly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andior drywall(BC). f.;R R`�,\ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2s impact bridging or lateral bracing required where Mown•w S n' K 15 613 0 9 4.No load should be applied to any component until after all bradng and 4.Installation oftru sry.sha esponbsiibilie�tya of.respective espe�e oo ne a men!. Q• fasteners are compete and at no time should any loads greater than Design assumes design bade be applied to any component. end are for"dry condttion"of use. TRANS ID: LINK 6.Design assumes Mlbeadngatall supports shown.Shimorwedge II EXPIRES:12/31/2015 6.CompuTrua hes no control over and assumes no responsibility kr the ,,..-.ry, fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is prodded. November 30,2015 6.This design is furnished eub)ed to the limitations eel forth by 8.Plates shall be located on both feces of truss,and placed so(heir center TPLVVTCA In SCSI,copies of which WO be furnished upon request. lineg.Dies coinddindicae with Joi platnteer lines. s. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-1992) 606 12-13=(-907) 1700 12- 4=(-137) 669 3- 4=(-1720) 593 13-19=(-907) 1700 12- 6=(-611) 212 LOADING 4- 5=( 0) 0 14-10=(-418) 1432 13- 6=( 0) 343 TC LATERAL SUPPORT <= 12"OC. 1000. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1302) 529 6-14=(-605) 197 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1312) 528 8-14=(-125) 665 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 14- 9=(-209) 176 8- 9=(-1720) 604 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1992) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -316/ 1592V -197/ 197H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 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 LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.090" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 / 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 Design conforms to main windforce-resisting ff f f fsystem and components and cladding criteria. 10-00 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f I f p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 12 loadvextical vertion tical(s) ex 6 9.00 M-4x6 r posed to wind, M-4x6 ' 9.00 Truss designed for wind loads y M-36x8 in the plane of the truss only. 4 M-1.5x3 M-1.5x3 3 •0 0 o 12 13 , 14 •t 1 I I -3x5 M-3x8 0.25" M-3x8 M-3x5 oIry/� M-5x6(S) 0 "COe+ D PR V1��V 9-07-15 7-04-01 7-04-01 9-07-15 y y ''�� rN � . S'�©,O 1-00 34-00 1-00 4a .7 892007E JOB NAME : 3413-D POLYGON NW - C7 ,rte Scale: 0,1602 ♦ '''' •^n WARNINGS: GENERAL NOTES, unless otherwise noted l 1Truss: C7 Soldarand erodbncontractor ehouldbeadvised otelGeneral Notes This design labased only upon the parametereshownand Ishranbdicidual 7 A OREGON and Wamings before construction commences bolding component.Applinabllity of design parameters and proper 7 ,('s,, 2.2s4 compression web bracing must be instated where shown♦ Incorporation of component Is the responsibility of the building designer. [+� '�+ 3.Additional temporary bracing to insure staNlily during construction 2.Design and St IR the top and bottom Mohs to be laterally braced at � 4 up s �W �"� Is the responsibility of the erector.Addllonal permanent bracing o/ 2 ex. et 10 o.c.rsuch as ply unless braced throughout their length by W IO- DATE: 11/30/2015 the smell structure is the responsibility of the botcing designer. continuous Meathmg such as plywood sheathing(TC)and/or drywal(BC). 1"s a.8 r.I�` ® 3.In Impact bridging or lateral bracing required where shown + f.�.f`; V SEQ.: K 15 61310 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responNNAty of the respectNe contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used in a nnnoorrosive environment, TRANS I D: LINK design loads be applied to any component. and etc for"dry condition"of use. 5.Cempulrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at NI supports shown.Shim or wedge If EXPIRES: ' 01 fabrication,handling,shipment end Installation of components. necessary. 7. d. 6.This design is furnished subject to the limitations set forth by 8.Platessshall be locatedassumesuoneboth facesdrainage)rbruvss,and placed so their center November 30,20151 TPIA TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits Indicate size of plate In Inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-291) 1505 3-11=(-219) 211 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1942) 492 11-12=(-274) 1698 11- 4=(-122) 659 3- 4=(-1720) 474 12-13=(-274) 1698 11- 5=(-596) 183 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1300) 940 13- 9=(-339) 1932 12- 5=( 0) 343 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1301) 453 5-13=(-594) 162 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 7-13=(-106) 658 TOTAL LOAD = 42.0 PSF 7- 8=(-1720) 494 13- 8=(-218) 199 8- 9=(-1942) 510 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -240/ 1542V -196/ 1968 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ ON 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 5-01 4-10-11 7-00-05 6-02-05 1-00 4-08-11 5-01 Design conforms to main windforce-resisting T 1' ' 1' ' ' 4' ,c system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4' 4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, 12 M-4x6 6 M-4x6 12 M-3x8 End vertical(s) are exposed to wind, 9.00 7 4 5 Q 9.00 Truss designed for wind loads y MN n the plane of the truss only. M-1.5x3 M-1.5x3 3 -F. .+ 0 4•••••••/, N. o i Li 12 , 13 0 0 of wM-3x5 M-3x8 0.25" M-3x8 M-3x5 of �y M-5x6(5) ` 0 f R Oi A.y y l l ,I G1►kl CCVJ`S+/ 9-07-15 7-04-01 7-04-01 9-07-15 y y '*� '1;41.0962 � _. 4„ 7. 1-00 34-00 1-00 $9200PE JOB NAME : 3413-D POLYGON NW - C8 /.-r►': Scale: 0.1852 `-A WARNINGS: GENERAL NOTES, unless otherwise noted ..r{7 /'�[:]C!"3 f1 ice 1 Cr 1.Builder and erection contractor should be advised of ail General Notes t.This design is based only upon the parameters shown and Is for an Individual OREGON OI t,, .i& Truss: C8 and Warnings before construction commences. building component.Applicability of design parameters and proper /J 2.s 2.34 compression web bracing must be installed Where shorn 0. incorporation of component Is me responsibility of the building designer. +I'p/ti' 7 eV- '"�" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom 055chobraced to be toughy braced al �..J Is Me reaponsibllity of ma ercdor.AtldAlanal pemroneM bred f T o.c.and et 10'o.c.respectively unless braced throughout their length by (/�..., n9 a continuous such as plywood sheathing(TC)and/ar drywall(BC). E R R I��: DATE: 11/30/2015 the overall atmdure b be responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SE K 15 61311 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. 4• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-concave environment, TRANS ID: LINK design bads beapplied toany component. and are for fullben'o1ata. 5.CampuTms has no control over and assumes no responsibility for the 6.Deana scones full bearing at all supports shown.Smm or wedge if EXPIRES:. 12/31/2015 fabrication,handling.shipment and insisiletion of components. 7.Design assumes adequate drainage is provided. NovemIDer 30,2015 5.This design is furnished subject to the Imitation set forth by B.Plates shag be rooted on both feces of truss,and placed so their center TPIN.ICA in SCSI,copies of whkh will be furnished upon request. Ines coincide wIh joint center lines. 9.Digits indicate alas of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.7(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(117513 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1613711TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DD F/Cq=1.00 2x6 ROOF #16 BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x9 KDDF STAND SPACED 29.0" O.C. 2- 3=(-3056) 514 14-15=(-282) 2304 14- 4=( -108) 46 WEBS: 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=( -50) 266 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2790) 542 16-17=(-739) 4466 15- 5=( -224) 1254 BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2318) 460 17-18=(-932) 5088 15- 6-(-1836) 396 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 814 18-12=(-954) 4966 6-16=( -146) 1030 TOTAL LOAD - 42.0 PSF 7- 9=(-4666) 1026 16- 7=( -724) 286 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=( 0) 0 7-17=( -418) 766 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 34'- 0.0" V 10-11=(-6550) 1382 10-18=(-1544) 418 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 11-12=(-6616) 1366 10-18=( -544) 2320 OVERHANGS: 12.0" 12.0" 12-13=( 0) 68 18-11=( -68) 372 @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-304 where shown; Jts:2,4,6-7,10,19 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -393/ 2254V -157/ 157H 5.50" 3.61 ROOF ( 625) ( 2 ) complete trusses required. 34'- 0.0" -990/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) Attach 2 ply with 3"0.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, IC OND. 2: Design checked for net(-5 psf) uplift et 24 "oc spacing, @@ HANGER BY OTHERS TO APPLY CONC. MAXTLLADRFLL,F=e-00.00001.LIMITS -: 0.090 Allowed 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 T3-04-19 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-0903-073-01-06 3-04-14 Design conforms to main windforce-resisting f f f f T f T T f f system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 e M99x6 1' (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 9.00 5 12 load duration factor=1.6, 6 7 End vertical(s) are exposed to wind, N9.00 Truss designed for wind loads 0 INsssssssssin the plane of the truss only. M-1.5x3 + ,M-1.5x3 N 1 • 0 o , a ar �, oj 1 14 15 -- ' ti� '-+ I M-3x8 1u.25" M-3x8'11e ,M-111\3 'a' 8 0 M-7x8(S) M-7x8 y 6-02-12 1-)05-03 9-09-01 ), , i)O29# y „� �} INE Fs 1-00 9-04-01 1-05-03 6-02-12 q`co ;, .ALINE `• Lv, 39-00 1-00 89200PE fir- JOB NAME : 3413-D POLYGON NW - C9 Yy ,A.�..•r�" Scale: 0.1834 WARNINGS: GENERAL NOTES, unleesothenvisenoted C) y,y", Truss: C9 1.Bulkier and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an Individual 7 OREGON aj, and Warnings before construction commences. building component.Applicability of design parameters and proper T V f1G l,.l V I V A, AN 2.2s4 compress/on web bracing must ba installed where shown.. Incorporation of component le the responsibility of the building designer. ..rT ©�V' +tet„ 3.Additional temporary bracing to Mears stability during constmctbn 2.Design assumes Me top and bottom chorda to be(Morally braced et '�/1 T Is the responsibility of the erector.Additional permanent bracing of ,iter- 2'o.c.and at 10 o.c.respecCe plywood admix a braced throughout their klgih by V /1*..., f DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, Z Impact sheathing sten as g re uir emnhere)and/or tlrywaA(BC). .,,L-1.1- �`•.R R I L�. Q.: K 15 61312 pp 3.to bddeing or lateral bracing raga res where shown.. S L 4.No bad should be lied to any component until eller all bracing and 4.Installation of truss Is the reeponddlity of the respective contractor. fasteners are compete and el no time should any pads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design bads be applied to any component, and ere for'dry condition.'of use. 5.Commands has no control over and assumes no responsibility forSr the 8 Oecoew esign assumes roll bearing at all supports shown.Shim or wedge if (3i �7('{y fabrication,handling,shipment and installation of components. 7.Deaton saumes adequate drainage is provides. EXPIRES:1 2!3 1/20 1 5 5.This design is famished subject to the limitations set forth by S.Plates shall be located en beth faces of truss,and placed se their center November 30,2015 WIANTCA in SCSI,copes of which vdtl be famished upon request. (lees coincide Mt joint center lines. MITek USA,Inc./Cempulrus Software 7.6.7(10-E 9.Digits Indicate alae of plate In Inches. 10.For basic connector pale design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by JP TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 TC: 2x4 KDDF #15BTR LOAD DURATION I2CR0ASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-207) 0 5-7=(-741 163 5-3=( 0) 67 3-4=1 -28) 90 3-7=(-168) 76 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF 1 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KODF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.007" @ 2'- 4.4" Allowed= 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed= 0.226" MAX LL DEFL= 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed= 0.269" T f MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 12 9.00 F7 4 -/ Design conforms to main windforce-resisting 0system and components and cladding criteria. M-9X6 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, O End vertical(s) are exposed to wind, co o Truss designed for wind loads A I in the plane of the truss only. - N Aa. g� 7 0 0 M11.11 m I1 c o M-1.5x9 1 -� M6.3x4 0 o M-3x9 M-3x5 2-03-12 4-11-04 0-09 l l 1 l 90 PRQfiF s 1-00 2-05-08 8-00 5-06-08 C3 y4 6I Eeh' r0 I (PROVIDE FULL BEARING:Jts:2,4r7 89200PE 5•' - POLYGON NW - CJ2 -".► r� JOB NAME: 3 4 D • Scale: 0.5126 wises a OREGON �a .,,tpA,,," WARNINGS:: O.ThN W NOTES, "Pi. it,„ . r ,KA1 1 1.Budder e�erection contractor should be ativlx0 of all General Notes 7.This deNgn is besstl only upon the peremeien shown and la for an Individual _7 �! Truss: C J2 and Warnings before construction commences. building componentApplicability of design parameters and proper 1 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed Where shown*. 2,DeOgn assumes the top and bottom chards to be laterally braced et (, �1,.: 3.Additional temporary bracing to Insure stability during construction 7 on.end et 10 a.c.reapecthrey unless braced throughout their length by 1 l Is Me responObgily of the erector.Additional permanent bracing of continuous sheathing such as pNwood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.24 loped bridging or lateral bracing required where shown a. S E4tion of truss Is the responsibility of the respectNe contractor. 4• ) fasteners are complete and at no time should any loads greater than 5.No load should be applied to any component until after ad bracing and 4.Deign assumes trusses are to be used in a nan.cono&ve environment, EXPIRES. 12/31/2015 design bade be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Dorian Nunes full bearing at all suppons shown.Shim or vmdge II November 30,2015 5.Compu7ms has no control over and assumes no responsibility for the necoassry. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. S.TN.design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Russ,and pissed so their center TPNMCA In SCSI,copies of which will be furnished upon request. lines coincide vdth 9.Digits Injoint center Indicate size of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-7988(Mild,) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #15 BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF #1b BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 3-4=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 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" -32/ 926V -55/ 165H 5.50" 0.68 ROOF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I 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" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" T f MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" MAX TL CREEP DEFL= 0.000" @ 7'- 3.0" Allowed = 0.105" 7120 MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), ct load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 mailim _ _.0M-1.5x4 o l ) ' l 2-03-12 4-11-04 0-09 y 1-00 L 2-05-08 l 8-00 5-06-08 y CS. p � fi �* PROVIDE FULL BEARING;Jts:2,4,7 [r`+'Co GIN C�"- f© 44 4t- >. ...89200PE. 9r. JOB NAME : 3413-D POLYGON NW - CJ3 .2111 -- Scale: 0.4686 1.1'..." OREGON tt WARNINGS' GENERAL NOTES, unless otherwise noted 7ur A`OREGON vim- 44 TrussCJ3 ' 1 Bulkier entl erection conaart should be advlae0 of all Genarel Notes 1.Thle tlaslgn la beSad silty upon the parse tare shown and la for an(41014 aI 4b'6"7 �,,. q s1 4% A' and Warnings before construction commences. building component.Applicability of design parameters and proper 4 , T' 2 2a4 compression web bracing must be installed where shown t. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during conatsieti 2.Design assumes the tap and bolt n chords to be laterally braced et DATE: 11/30/2015 Is the responsibility of the erector.Additional permanent bracing of ?ntinuoveasheathing auchk ee sly unless braced through) out their length by " . { �,,, the overall structure is the responsibility of the building designer. 3.Os Impact bridging cvroodai,ed where shown drywall(BC). e 4.No load should be applied to any P l g Sror lateral bracing ty of the where shown++ SEQ.: K1561314 ep component cry bads 4.De&gn assuion me.ris s are to beume in the contractor. fasteners are e a complete a and at no time should any bads greater than 5.Design assumes trusses are to used in a non-corrosive environment. �( 3 p n �] (} TRANS ID: LINK desgnhadabeeppiedtoanycomponenG and are for"dryconddlon"ofuse. EXPIRES:12/31/2015 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full beating et all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015 6.Thh design Is furnished subject to the limitations set forth by 8.Plates shall be located en both faces of buss,and placed so their center TPLMTCA In BEST,copies of which oil be Nmished upon request. Ines coincide with joint center lines, MiTek USA,Inc./COmpuTNs Software 7.6.7(1L)-Z 9.Digits indicate she of plate In inches. 10.For basic connector plate design values see ESR-1311,E9R-1988(MITc() This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 3-4=(-122) 92 3-7=(-482) 361 WEBS: 2x4 ROOF STAND; 2x4 KDDF STUD A LOADIOG LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed= 0.472" / MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. 129 00 7 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads sv in the plane of the truss only. m0 il ti.'lligi/M-3x4 PIE1111111.1111.00 ..=-4 NM .. -i o 1 M-1.5x4o l l y 2-03-12 y 4-11-04 0-09 �1'evD PR FiQ/ acs' y y y l N. � 61NE 49 /Q�� 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING;Jts:2,7,4 I :( 89200PE JOB NAME: 3413-D POLYGON NW - CJ4 Scale: 0.3929 110 rts WARNINGS: GENERAL NOTES, umaasoiherwisenoted -!„r # OREGON�Ky, t y [^� 1.Budder and erection conlradur ahoutd be advised of all General Notes 1,WThis design k based only upon the parameters shown and Is bran Individual ,/ieh "7 y- y e f�>„e. "'�- Truss: CJ4 and Warnings before construction budding component Apploablley of design parameters and proper L✓ 1 2.2a4 compression web bracing must be Installed where cheer+. Incorporation of component la me responsibility of the building designer. 3.Additional temporary bracing m ksure stability during construction Z.Design assumes the tap and bottom chords to be laterally braced et ,�.ill`'R 'Ii-N- T �„_ T o.c.and at 10'o.c.respectively unless braced throughout their length by I''iI fl RL is me responsibility of the eredWr.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.2s Impact bridging or lateral bracing required where shown++ No bad should be applied to any component until aper all bracing end 4.Installation Ohms Is the responsibility of the respective contractor. SEQ.: K 15 61315 4.fasteners are complete and at no time should any loads greater than 5.Deelgn assumes trusses are to be used Ina nonaonesive environment, EXPIRES: 12/31/2015 tlesign bads be applied to any component, and are ammor"dryo, condition"g use. TRANS ID: LINK 6.CompuTrushas nocontrol over and assumes noresponsibilmfor me 5.Deis aaam.arugb..dngata�.WppWde,hWwn.gmmorw.dgeif November 30,2015 ry febriutbn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWICA in SCSI,copies of whkh will be furnished upon request. 9.Units coincide idt size of lines. plate to(lines MITek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 1o.Forbaelc connector plate design values see ESR-1311,ENS-1986(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x4 KDDF #1513TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 WEBS: 2x4 KDDF STAND2-3=(-365) 71 6-8=(-283) 908 6-3=( 0) 69 LOADING 3-4=(-212) 177 3-8=(-421) 292 4-5=( -86) 38 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 2638 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -I'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed= 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticaloTruss desi (s) are exposed to wind, gned for wind loads in the plane of the truss only. M-1.5x4 ,,, 13x9 M132(40 M-3x5 l l l )' 2-03-12 4-11-04 0-09 ; l l l �' (} �fiS' cS1-00 l 2-05-08 7-06-03 8-00 l 1-11-11 l �`5ZyIN.E � /� (PROVIDE FULL BEARING;Jts:2,8,9,5I 'y„ 892 00 P E ,r0 JOB NAME : 3413-D POLYGON NW - CJ5 Scale: 0.3317 r'7 . 0� '7 4.- WARNINGS: GENERAL NOTES, unless otherwise noted "P ,a 0- ON '[/a`'i, Truss: CJ5 Builtler a M erection contractor should be ed leed o!51 Gene al Notes Thls dee gra Is basad only upon the parameters shown end Is for an individual (}'T v and Warnings before construction commences. building component Applicability of design parameters and proper I'rO '7 k ' 2. , 2.ZS compression web bracing must be metalled where shown+ Incorporation of component Ie the responsibility of the building designer. 1 3.Additional temporary bracing io Insure stability during construction2.Design assumes the top end bottom chords to be laterally braced at //{��J� DATE: 11/30/2015 Is me responsibility of the erector.addillsod permanent baring of 20 tlnuoueat 10'oingrwch asV respectively unless braced throughout their length by "*, �CA I t ,,; the overall structure Iathe responsibility of the building designer. o nplywood sheathing(7C)g(TC)and/or drywall(BC). 1-1 1 L 3.Is Impact bridging or lateral bracing required where shown n SEQ.: Ki5 61316 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective oontredor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �( [] 12/31/2015 q a�i r7 & TRANS ID: LINK design bads beapplled to any component. and are for-dry condition"of use. EXPIRES: IGI 71/201 7 5.CompuTrus hea no control over and assumes no responsibility for the S Design assumes MI bearing al all supports shown,Shim or wedge If fabricatlan,handling,shipment and installation of components. ssry' November 30,201 5 6.This design Is furnished subjectto the limitations set forth by 7.Design assumes adequate drainage Is.prodded. TP1/W7CA in SCSI,copies of which w111 be furnished u e.Plates snag be located an both faces of truss,and placed so their center pan request, liness coincide de with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(11...)-Z9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(With) This design prepared from computer input by JP TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 68 2-7=(-167) 274 7-6=( 0) 18 BC: 2x4 ROOF #1&BTR LOAD DUSPAIED I2CR0ASE = 1.15 2-3=(-361) 68 6-8=(-256) 913 6-3=( 0) 69 WE: 2x4 ROOF STANTR SPACED 29.0" O.C. 3-4=(-284) 245 3-8=(-926) 263 WEBS: 2x9 KDDF STAND LOADING 4-5=(-102) 49 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 997V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.98 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.19 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" f -I MAX LL DEFL =-0.020" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed= 0.472" ' MAX HORIZ. LL DEFL = 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 q Wind: 140 mph, h=23.7ftr TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, "+ Truss designed for wind loads � in the plane of the truss only. 0 co M-4x6 3 A�O 8 IIIIIIIIIMMINftam.- o t 1� r M-1.5x4 _. o 0 M-3x4 M-73x4 0 M-3x5 y l l l rid P R Dfi Ss 2-03-12 4-11-04 0-09 y 1 9-06-03y y C: . �G,INE�� 62 • 1-00y 2-05-08 8-00 3-11=11 <t° 89200PE C"" `PROVIDE FULL BEARING{Jts:2,8,9,5 I 401,, ,g2 JOB NAME: 3413-D POLYGON NW - CJ6 Scale: 0.2919 1p C4* 'Tye 4".OREGON�y, xv WARNIN0.R: GENERAL NOTES, uMess otherwise noted /'� 1,Snider end erection contractor should be advised of Cl General Notes 1.This design Is based only upon the parameters shown and is kr en Individual ib -1)- 1 v{ �,o �`}". Truss: CJ6 end Wamings Wore conmrucnon commences. building component.Applicability of design parameters end proper 444 e 2 2e4 compression web bracing mum be Installed where shown t. incorporation or component Is the raeponstbnlry of the building designer. p 2,Design manes the top and bottom chords to be laterally braced at e^R A%\_''. 3.Additional temporary bracing to Insure stability during construction T o,c,and at 10'o.c.respectively unless braced throughout their kngth by ' 1 is the responsibility of the erector.Addklonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). DATE: 11/30/2015 the overall structure(5 the responsibility of the building designer. 3.24 Impact bridging or lateral bradng required where shown t 4,No load should be applied to any component ansa after al bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used SEQ.: K 15 61317 In a non-corrosive environment, EXPIRES:12/31/2015 and are for"dry condition"or use. TRANS ID: LINK design lads be applied toelexe,omponent. A Design assumes full beadngataawpports shown.Shim orwedge If November 30,2015 A CempuTrus hes no control over and assumes no responsibility for the necessary. fabrication,handing,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by B.Plates shall be touted on both faces ettnss,and placed se their center TPUWfCA In SCSI.copies of which will be furnished upon request. 9.lDlgse oincid a size oft c enter)nchlines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)"Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This designPACIFICLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TC: 2x4 NODE' AIOR TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF ft16BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 2-3=( 0) 68 2-4=(0) 0 C LATERAL SUPPORT <= 12"OC. UON. 2-3=(-1) 76 BC LATERAL SUPPORT <= 12.0C. OON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING DL ON BOTTOM CHORD = 10.0 PSF REX VERT MAXTIOZ BRG REQUIRED BRG AREA LOCATIONS R/ACTIONS REACTIONS 5I50 0 (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 287V -19/ 726 5.50" 0..9646 ( IKDDF 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF 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 = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" 9 1'- 10.9" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. a o o f- 1 �4 M-3x4 l 1-00 !PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 v,cD PRQp �;b • `4GINE�r19 4,��• 4 892000E "r' JOB NAME : 3413-D POLYGON NW - J1 / Scale: 0.5751 w ^/'• ��r. WARNINGS' GENERAL NOTES, unless otherwise noted, .✓l Truss: J1 1.Budder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an Individual 7, .iy�['x E/'�/+yi' end warnings before construction commenco,. building component Appf caNlity of design parameters and proper 7 V q'1 5.,-14.J,4 yam, 44/ 2.254 compression web bracing must be Installed where shown 5. Incorporation of component Is the responsibility of the building deelgner. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at + or 7 y 2.Q.•' ..y, DATE: 11/30/2015 I,me re,ponstbnity of the eraser.Aadnronal permanent bracing of T o c and at 10 o c respectively unless braced throughout their length by t,/ I a 1 the overall structure la the responsibility or the building designer. continuousxIactbri bridging such as plywood required here sown drywad(BC). 47 �y+a] SEQ.: K1561320 4.No load should be applied to any component until after act bracing and 4.Installation of fros or thterebradngwhpretive contractor. fasteners R{Y fasteners are complete and at no time should anyloads h 4.Design as omen trusses la the re to be u e of the oteeny or. 1 L TRANS ID: LINK design bads be applied to an groatsrman s.Da,gnaa,uma, eretebaeaadmanon-corrosiveeelonmanc y component. and are for'dry condgion^of use. 5.Compri.hese control over and.some,no reapoelNlEy Por the 6.Design assumes lull bearing at act supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. DesignnecessaEXPIRES:12/31/2015 . e.This design is famished subject to the limitations eel(grin by 7. s assumes adequate drainage Is provided. TPIMlICA in SCSI.copies of which will be furnished upon request. B linesPlatecoincdhall ewih joint centelocated on r lines.al trues,and placed so their center November 30,2015 (1L}E 6 Diggs Indicate size of plata in inches. MITek USA,Inc./CompuTrus Software 7.6.6 10.For basic connector plate design values see ESR-1311,E5R-1 888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBERSPECIFICATIONS DUUSSRAL SPAN E'- 0= 1" 1-2=( 0) 68 2-4=10) 0 TC:: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 2-3=(-78) 80 SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG BC AREA 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" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. lift at 24 "oc spacing. 'COND. 2: Design checked for net(-5 psf) uplift 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 LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.359" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed = 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" ,r fMAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 7 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria.6Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, w� (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. ma 0 0 rn o '14 li I o 1 M-3x9 l 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I o-00 ���p ore .61 R AS 4 89200PE c..- JOB - 7 NAME : 3413-D POLYGON NW - J2 Scale: 0.5501 416' ,: e. ....__ WARNINGS: GENERAL NOTES, unless otherwise noted f v�=l,aWiV ' 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 en individual N binding component.Applicability of design parameters and proper 4.p'�,l,.. �� T r us s: J2 antl Waminpa before oondn 71on tonne Kes. incorporation of component la the responsibiity of the buydhp designer. ) 2.284 compression web bradng must be Installed where shown w. 2.Design assumes the top and bottom chords to be laterally braced at y ti3. 3.Additional temporary bracing to insure stability during construction 2 0.0.and at 10 o.c respectively unless braced throughout their length by �\ kr Is the respondbllly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatntng(TC)and/or drywall/BC). V DATE: 11/30/2015 the overall structure le the respondbmty of the building designer. 3.2e Impact bridging or lateral bracing required where shown"< 4.No bad should be applied to any component until alter all bradng end 4.Installation of truss is the respondbBAty of the respective contractor, SEQ.: K 15 613 21 fasteners are complete end at no time should any beds greater than S.Design assumes trusses ere to be used Ib a nonconodve environment, and are for"dry condition"ri of use. EXPIRES:12/31/2015 . TRANS ID' LINK design loads be component. B.Gadgneawmeamnbearmgetanwpponsshown.Smmorwedge If E camparnu.n.emwntrolowerand.esameenoreeponelbnnyrorme necessary. fabrication,handling,shipment and netdlstion of components. 7.Design assumes adequate drainage is prodded. November 30,2015 El.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both feces of trues,and placed ea their center TPIMTCA in SCSI.copies of which vAA be furnished upon request. ecoincide joint Ines. g psc of cte In inches MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-E 10.For basic connector plate design values 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 9WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #165TR 1-2=( 0) 68 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. oc ICOND. 2: Design checked for net(-5 psf) uplift at 24 " 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" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 '7/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 I o /- ek o M-3x4 J• l !- 1-00 (PROVIDE FULL BEARING(Jts:2,3,4 I 8-00 ' �''�D PR Opo- =co- �t".1CG11 N "A9 ��0 ,,,c„? V! 2 92OOPE fir- JOB NAME : 3413-D POLYGON NW - J3 Scale: 0.4979 WARNINGS: GENERAL NOTES, unlessomerwlse natetl f /'y... Truss J3 1.Budder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and Is for an individual 7� OREGON ^),/ and Warnings before construction commences. building component.Applicability of design parameters end proper / v.w vfV Y✓ 2.254 compression web bracing must be installed where shown r, IncorporeHon of component Is the responsibility of the building designer, �f ((++��� 3.Additional temporary bracing to insure stability daring construction Z Design assumes the lop and bottom chords to be laterally braced at ! �V `� T continuous and at a.c.respectively unless braced throughout their length( © 4 F Is the responsibility of the erector.Additional permanent bracing of pec ly u DATE: 11/30/2015 the overall structure lathe responsibility Orme banning designer continuous sheathing such as plywood cited ages)and/or drywall(BC). 4.1 Ti I�..L 4.Naload should be applied to an 3.In Impact bridging Is lateral psnelb required the where shown t a [,.', SEQ.: K1561322any 4.Inelapailono/IrussltlheresponslblglyofiherespectNeconbador. fasteners are complete and at no time should any bads greater than 5.Desitin assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design leads beapplied toany component. and are for-dry mnamon^or use. 5.CompuTrua has no control over and assumes no responsibility for the 8.Iee e�aa scones lull bearing at all supporta deacon.Shim or wedge If �t pp y r� ry y fabrication.handling,shipment and Installation of components. necessary. EXPIRES: iL�U 1/201 S.This design Is furnished subject tathe limitations set forth by 7.PlPlaies shall ae�m°lcated edanbouate thifageisprusls, November 30,2015 TPSWZCA In SCSI,espies of which SIM be furnished upon request, a liineaecolnddeewith joint center hlif es.of truss,and placed so theft center MiTek USA,Inc./CompuTnus Software 7.6.6(11)-ES.Digits indicate ske or plate In inches. to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)001( 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 Cr- 0.0" -44/ 480V -79/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 RODE' ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.624" f MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" -/ MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 0( Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 7 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.O, 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 0 0 PAIIIIMIMIIIMIIIIMIIIMIIIMIMIIMIIIMIIMIMIIMI o 4 tr=y = o 1 M-3x4 1-00 8-00 e0 / � 06, (PROVIDE FULL BEARING;Jts:2,4,3 I � `'' �7 0 89200PE 1-- JOB NAME : 3413-D POLYGON NW - J4 Sale: 0.4357 ' .. WARNINGS: GENERAL NOTES, unless onthep parameters 10 l� ! OREGON t, �jV�'. 1.Builder and erection contractor Mould be advised of all General Notes 1.This design h based only upon the parameters.8,005 and is for enInd/Ndual OREGON V "+✓ Truss: J4 and Warnings before conetrudbn commence• building component.Applicability of design parameters and proper t f 2.2a4 compression web bracing mush be Inetallad where shown a. Incorporation of component la the responsibility of the building designer. ✓rQ j' 1 4• SC) �4 3.Additional temporary bracing to Insure stability during construction 2 Design assumesat10'c.cthe lop and bottom unless ess braced to d throughout aterally their etby V is the respenlblldy of the erector.Additional permanent bracing of 2'nOnc.and e. oc.rsuch as plyoodbraced(TC)ad/they all(B). ' R �'{ Ca)continuous sheathing such as plywood ehealhing(TC)and/or drywaW(BC) V DATE: 11/30/2015 the overall structure Is the responsibility of the bolding designer. 3.2x Impact bridging or Weal bracing required where shewn+s SE K1561323 4.No load should be applied to any component until after AI bracing and 5.4.Inssigntion of aswmesIs it is thhe are e responsibilityof .enespeetiveoaador.environment. Q• fasianere are camplete and at no Oma•noun any loads gCeter thanand are for"dry condition.of use. TRANS ID' LINK design bads be applied to any component, a.Design assumesfullbeadngIall•upportsshoor,OhimorwedgeII EXPIRES:12/31/2015 B.CompuTnro has no control over and assumes no responsibility for the nes-, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.Thla design Is furnished subject to the limfetione set fodh by e.Plates shall be located en both faces of Truss.and placed so their center TPI/'MCA In BCS(,copies of which will be furnished upon request. 9.lineDigitssIndicatwith joint e size off plate In lines. MITek USA,Inc./CompuTrus Software 7.6.6(IL}E 10.For basic connector plate design values see ESR-1311.ESR-1958(MITek) This designLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TC: 2x9 KDDF C1TIOR TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 BC: 2x4 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=1 0) 68 2-5=(0) 0 2-3=(-259) 236 TC LATERAL SUPPORT <= 12.0C. UON. LOADING 3-4=1-132) 54 BC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOBE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) 0'- 0.0" -29/ 942V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7.- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. 9,- 11.7" -98/ 99V 0/ OH 1.50" 0.07 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 7'- 11.2" 12 I 17 Design 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1D Truss designed for wind loads of in the plane of the truss only. 0 ti r c o mix.- ----_-• l l 1-0o a-oa y 1-11-11 i SCR D PROP4. (PROVIDE FULL BEARING;Its:2,5,3,4 I C e„\ '� �- V1 7 Y`4! 1~ . 1 7. 892001E r' JOB NAME : 3413-D POLYGON NW - J5 41111P��„ Scale: 0.4026 ,,,,t .0. 'l . WARNINGS: GENERAL NOTES, unless otherwise noted: / vr�, Truss J5 1.Budder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and is for an individual -1� OREGON !.( and Warnings before construction commences. building component.Applicability of design parameters and proper OR („X(„� * ` .(� 2 204 compression web bracing must be Installed where shown.. Incarporodon of component Is me responsibility of the budding designer. ,�} sD` 3.Additional temporary bracing to insure stability during oonstructlon 2 Design assumes the top and bottom chorda to be la II y braced at '7 y f7 a DATE: 11/30/2015 la the responsibility of me erector.Additional permanent bracing of 2 o.c.and at bridging e.c.respectively unless braced throughout their length by �O.M s '� the overall structure Is the responsibility of the budding designer, 2xcontinuousIactsheathing such as pyvrood aired here shown end/•tlrywad(BC). �� S EQ^: K 15 613 2 4 4.No mad should be applied to any4.In tallton oftrus as thtere brodng ry of the where co.a N time should any sod greatererodnhand 4.Design assumes sumes trIsles are to be used In respectosi contractor. fasteners a are e applied to at no time ant. any made than 5.Design assumyaondsesto be used Ina non-corrosive environment, TRANS ID: LINK dealgnmadabeapWleamanycompoem. and.re for•drycandnion•oruse. 5.CompuTrus has no control over and assumes no reaponsipildy for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 12/31/2015 r�3 r70 fabrication,handling,shipment and Installation of components. EXPIRES' 1 2<31�2Q1 6.This design h famished subject to the limitations set fodh by 7.Design assumes adequate drainage is provided. TPLNTCA in SCSI,copies of which will be fumiehed upon request. 6 Ines Platscos incd with Int centerall be located onpith n as of truss,and placed so their center November 30,2015 MiTek USA,Inc./CompuTrus Software 7.6.6(10-59.Digits Indicate size of plate In Inches. II.For basic connector plate design values see ESR-1311,ESR-7955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 68 2-5=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DUSPAIED INCREASE C 1.15 2-3=(-322) 301 BC: 2x4 KDDF #1fiBTR SPACED 29.0" O.C. 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 949V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked fox net(-5 ps f) uplift at 24 "oc spacing. 9 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 soord000,00000 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" �1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 3 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fi load duration factor=1.6, Truss designed for wind loads kJ,/ in the plane of the truss only. 0 c Ch 0 a - o = s . -I O M-3x4 �0 P R OttS 1 1-00 1 8-00 y 3-11-11 y co x- INS R 6,co, �2 'PROVIDE FULL BEARING;Jts:2,5,3,9 I (,�(''y /''y/'� ('' 77 '89200PE r- JOB NAME : 3413-D POLYGON NW - J6 -_+!�"' I► Scale: 0.3548 . • / (�� j�� WARNINGS: GENERAL NOTES, unless otherwise noted. Si OREGON y.` ^1 I.Bolder and eredbn contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown end Is for an Individual ,(.yy Vs Truss• J6 and Warnings before construction commence.. building component.Applicability of design parameters and proper 4., f,I t AN, A 2.254 compression web bradng must be installed where shown 4 Incorporation of component Is the responsibility of the building deslgner. _T T- i If V 2.Design assumes the lop end bottom chords to be laterally braced al y 3.Additional temporary bracing to Insure stability during construction 2 o c.end at 10 a.c.respectively unless braced throughout their length by A n�\ lathe responsibility of the erector.Addsenel permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). I.,,'; Y DATE: 11/30/2015 the overaN structure la the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown•w 4.No bed should be applied to any component until alter ail bracing and 4.!midden of truss Is the responsibility of the respedbe contractor. SEQ.: K 15 613 2 5 fasteners are complete and al no time should any bads greater Man 5.Design assumes busses are to be used In a nomcormsive environment, end are fordo(condition"of use. TRANS ID: LINK dedgn loads be applied to any component. B.Design assumes full bearing atall supports shown.Shim orwedge it EXPIRES:12/31/ 01 5.CompuTrus hes no control over and assume;no reapondbllity for IM necessary5. labdcalicn,handling,shipment and installation of components. 7.Design assumes adequate drainage is praude4. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TpbnNICA In 9151,copies of WW1 will be furnished upon request. Anes coincide with joint center tins 9.Digits indicate etre of plate in Inches. MiTek USA,Ino./CompuTron Software 7.6.6(PL)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DD F/Cit=1.00 TO: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 1-2=( 0) 68 2-6=(0) 0 2-3=(-389) 369 TC LATERAL SUPPORT <= 12"0C. CON. 3-4=(-150) 96 LOADING 4-5=( -94) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIP OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) O'- 0.0" -30/ 999V -131/ 3700 5.50" 0.71 HOOF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 -' IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. �i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 4 MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" 'pit MAX HORIZ. LL DEFL = -0.007" 0 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 17 system and components and cladding criteria. 3 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), io load duration factor=1.6, 11 o Truss designed for wind loads I in the plane of the truss only. ti 0 ca C t )T -Z I 1 6".--.. -1 o M-3x4 l y l PAQF�s 1-00 B-00 1 5-11-11 ,�,� GIN `r''�J 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I 1, i' `/ 89200PE - JOB NAME : 3413-D POLYGON NW - J7 • Scale: 0.3133 �+r �J�r •- WARNINGS: � '"""""' GENERAL NOTES, unless otherwise noted' ''CZ" Truss: J7 1.Builder and erection contractor should beadvised ofalGeneral Notes 1.This design is based only upon the parameters shown and is for an individual OREGON 1r,J and Warnings before conetrudlon commences. building component.Applicability of design parameters and proper ,J t 2.284 compression web bracing must be installed where shown.. Incorporation of component la the responsibility of the building designer. 11). Q3 �`'rr • 3.Additional temporary bracing to Insure slabilily during construction 2 Design and l I the top end bottom chords to be laterally braced at � _7 '� e VV X41•" Is the responsibility of the erector.Additional permanent bracing of 2'o.c.antl at 70 a.c.reapectfvely a unless brewed throughout their length by DATE: 11/30/2015 the Ductal structure Is the responsiblllry of the building designer continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). MFS�.��� 3.29 4.Ne mad should be applied to an Impact bridging or literal bractllg required where shown+♦ C SEQ.: K1561326y component unlit after al bracing and 4.Installation of trues is the responsibility of the respective conned°L fasteners are complete and at no time should any pads greater than 5.Design assumes Misses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition.ofuse. 5.CompuTrus has no control over and assumes no responeibilty for theneces6.Design assumes toll bearing et all supports shown.Shim or wedge if EXPIRES: I E 1/201 fabrication,handling,shipment and installation of components. 7.Design aswmas adequate drainage is provided. 6.This design is furnished subject l5 the limitations set fo8h by 8.Plates shag be located on both faces of truss,and placed so their center November 30,2015 TPIMdTCA In 81St,copies of which vol be furnished upon request. lines coincide with point center lines. MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)E 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 427H 5.50" 0.71 KDDF ( 625) 7'- 9.2° 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" Design conforms to main windforce-resisting Wind: 140mph, h=25.2ft, TCDL42BCDL60in the plane of the truss only. 0 /,/ M-3x5(S) I ++ ti O 6 cO PflOre , I M-3x9 1-00 8-00 7-11-11 (((}}}ppp 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I z 92• §OP ` JOB NAME : 3413-D POLYGON NW - J8 '� ,• Scale: 0.2745 .-._..... Ce WARNINGS: GENERAL NOTES, m isss othenese nabd 0 OREGON }"�(�R I �` �1)a .. 1 Builder and aredlon contractor should be advised of en General Notes 1.This design is based only upon the parameters shown and Is for an Individual l ,�1�_OR O 1 V Vs V Truss: J8 and Warnings before construction commences. building component.Appllcabinly of design parameters and proper +I��,,�'7 � e (\ `j_ 2.2r4 compression web bracing must be Inwlled where shown+, incorporation of eompopenl b the responsibility of the building edagner. '44' V = 3.Additional temporary bracing to insure stability during construction 2.Design neat IN the tap and bottom acechobraced d throughout aterally their elby /�.., Is the responsibility of the erector.Adtlabnal permanent bradn f 2 ntin ou s e c c much as sty ood s (TC)adir dry length). R 1l..\-• g o continuous sidgi ling such as plywood sheathing(TC)andlor drywail(BC). �L: DATE: 11/30/2015 the overatl structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing requhed where Mown++ SE K 15 7 4.No load should be applied to any component until after an bracing and 4.Installation of trues Is the responsibility of the respective contractor. Q• 613 2 fasteners are complete and at no time should any loads greater than 5.Design essumee'nudes are to be used Ina nen-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS ID• LINK s.Designassumesfullbearingatansupportsshown.ShimorwedgeII EXPIRES:1 31201 5.CempuTrua has no control over and assumes noresports 1611 kir the n-., fabrication,handling,ehipnmnt and installation of components. 7.Deign assumes adequate drainage is provided. November 30,2015 e.This design b furnished subject to the Innnatlene set forth by 8.Plates shall be located on both feces of trues,and placed so their center TPLnNICA in SCSI,copies of which w111 be furnished upon request. S.Dees oinddeIndicatwith (eft renter lilinac. MiTek USA,Inc./CornpuTrus Software 7.6.6(1L)-E /0.For basic connector plate design values see ESR-1311,Mil 9613(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF CATIOR TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=(-27) 19 2-4=(0) 0 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"0C. VON. BC LATERAL SUPPORT <= 12"00. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S IN. TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 2980 0 Q. (SPECIES) / 248 1.50" 0.90 KDDF ( 625) O.- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -39/ 200 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 v LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.003" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL= -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed= 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.3ft, TCDL=4.2,BCOL=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 2 in the plane of the truss only. timin // 0 M O 04 M-3x5 y y y ��9, D PROF 6' 1-00 1-00 ,, NE \AGI �c� s/0 (PROVIDE FULL BEARING;Jts:2,3,4 I V 89200PE �r JOB NAME : 3413-D POLYGON NW - EJ . Scale: 1.1020 .+"l t WARNINGS: GENERAL NOTES, uNeaa°thereat,noted '�4,. OREGON As. Trus s: E J Balder and erection onlrador should be advised of all General Notes Thle design is based only upon the parameters shown and is for an individual ,„17. Y` and Wamings before construction commences building component Applicability of design parameters and proper r�jh 7�' (7 �>� 2.204 compression web bracing must be Installed where shown*. incorporation of component is the responsibility of the building designer. aw/ e L 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at //q�+f DATE: 11/30/2015 Is the responsibility of the erector.Additional permanent bracing of To.c.and al10'o.c.respectively unless braced throughout their length by "r .'"I=3RN �,,, the overall structure is the responsibility of the building designer. continuous sheathing such ea plywood airedsheathing(TC)and/or drywall(BC). SEQ.: K1561328 4.No bad should be alied to an3.in tmptiod of buss or the responsibility required the respe she co.a PP y time should unty ager all bracing and 4.Detignti s umestr is art,lobe used of the respective re ghout theirandloadstrussesare , �((� c c TRANS ID: LINK design bade be applied to any component. and are for"drycondglon"of use. EXPIRES: 12/31/2015 S.CompuTrus has no control over and assumes no reeponalbllay for the B.neesign assumes fel beefing al all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. ceaeary' November 30,2015 6.Thin design is furnished subject to the Deletions set forth by T.Design assumes adequate drainage is provided. TPLMTCA in BCS(,copies of whbh will be furnished upon request e.Plates Mal be n on both faces of truss,and placed so their center P 9 lines celndtlewithO joint center Ines, H Digits indicate ske of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Thin designLUMpreparedBER-BC from computer input by TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 68 2-4=(0) 0 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 2-3=(-62) 32 24.0" O.C. BC: 2x4 KDDF #1&BTR SPACED TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX VERTICALLL DEFL = T.ON3" @ S: Allowed 0 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 1-11-11 MAX BC PANEL TL DEFL= -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 9.00 77 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. r) I 0 o r 0 1 M-3x9 l . y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 ' cO PROF e �,Ca ��.4 I N " /0 . �z :9200PE fir'' JOB NAME : 3413-D POLYGON NW - SJ1 Scale: 0.6696 - C:r�/'�t�PIR w OREGON it../,/I. WARNINGS: GENERAL NOTES, unlessotherwisethe aramete -may y,,' 1.Budder and erection contractor should be commences. tl o/all General Notes I.This design Is based only upon the parameters shown and Is for en individual 7,l ya Truss: SJ1 and compression Warnings before construction commences. bNMbg component.Applicability is the of design parameters ere and proper .. p `Y e 2.y+u 2.2a4 compression web bradng must be installed where shown a. IncorpoDesign radon of component la the rem chords of the balding designer. 7 T V �_ 3.Additional tem bracing to Insure stability during construction 0 2'o.c.assumes the tap and bottom chord to be muggyaterally t their at 4.46-n T- • porery 2'o i and al 10 o n.r5009 as ply sad a braced(TC)and/or their eh)B). .R ILA_ ngth by Isthe rccponsibllByolMeeredar.Additional permanent bracing of continuous sheathing such as plywood aheethlnp(fC)end/or dryweX(BC) l." DATE: 11/30/2015 the overall structure is the reapensibglty al the building destgner. 3.2a Impact bridging or lateral bracing required where shaven++ S E K 15 613 2 9 4.Na bad should be applied to any component until alter al bradng and 4.Installation of truss is the responsibility of the respectNe contractor. Q. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used Ina noncorrosive environment, end are for"dry condition"of use. EX p ry/r� r7 TRANS D. LINK design bade be applied to any component. 6.Design assumes full bearing at at supports shown.Shim or wedge if PIRES: l 71/Fol S.CompuTrus hes no Ca over and assumes no responsibility for the necessary, 5 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 limhatlnns set forth by 8.plates shag hd be located joint centerhill efaces of truss,and placed so their center TPWVECA M BON',copies of which will be furnished upon request. 9.Digits coincide size of plate in'lines. MITek USA,Ino./ComptTrus Software 7,6.6(IL)-E 10.Far basic connector plate design values see ENR-1311,ES13-7988(MITek) This designLUMBEpreparedR-BC from computer input by LUMBER SPECIFICATIONS LU: 2x4 MODE #1&BTR TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1-2=(-90) 36 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) DL ON BOTTOM CHORD = 10.0 PIF 0'- 0.0" -13/ 98V -15/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) 1.- 11.7" -35/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ,r 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.123" 12 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.184" 9.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All 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 0 1 rn o 1 1�� 3 IIIIII.-' M-3x9 J• 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 `3 �6IN h' ,rte 144 a...89200PE i" JOB NAME : 3413-D POLYGON NW - SJ1X Scale: 0.7393 `�� �..' WARNINGS: GENERAL NOTES, unless otherwise noted: -f vy�, Truss: SJ1X 1.Builder and eredlon centredor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an Individual IP; 47 W'1R ES.14. N it,1 and Warnings before construction commences. building component.Applicability of design parameters and proper / l✓R C1.,14J'V w.. W 2.9:4 compression web bracing must be Retailed where shown+. Incorporation or component is the responsibility of the building designer. a,0 '1 4 2.‘,„) +r 3.Additional temporary bracing to Insure stability during censiructlan 2.Design assumes the top and bottom chords to be latarelo braced et A-1 Is the req,onsbllity Si the eredor.Additional permanent bracing o! 7 o.c.and at 10 Ac.respectively as sly unless braced throughout their lengthed(B by a ,mss. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer continuous sheathingig such as bracing required whesand/+tlrywaA(BC). 44 �� �'} Q.: K1561330 appliedanyaom 4.to lmpadbodglor therelpredn0ryefthewhpreeheco to 'L77 SE 4.No mad should be to component unto ager all brodng and 4.InstaXailon of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any toed,greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK destgn Sod,ha applied teeny nompenent and are isr'dry esndltlon"ole,,. 5.CompuTrua has no control over and assumes no responsibility for the S.Design assumes full bearing et ell auppona shown.Shim or wedge if �y p]p c yn 5 fabrication.handling,shipment and Installation of components. 7EXPIRES: IG/%�/e}(}.I S.This design Is famished subject to me limitations set forth by .Design assumes adequate drainage Is provided. `4 fl G4� G+J (.G V I TPIM?CA In SCSI,copies of which will be furnished upon request. 8.lPines coincide with joint center lines.s shall be located on both faces o(wsa,aM placed so their center November 30,2015 MTek USA,Inc./CompuTrus Software 7.6.fi(1L)-E 9.Digits indicate sbe of plate in Inches. 10.For basic connector plate design values see ESR-7311,ESR.ty66(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 3'- 11.7" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBERSPECIFICATIONS 1-2=( 0) 68 2-4=(0) 0 BC:: 2x9 KDDF #lTR LOAD DUSPAIED INCREASE S.C.C 1.15 2-3=(-91) 63 BC: 2x9 KDDF #lb&RBTR SPACED 24.0" O TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 12.0 BC LATERAL SUPPORT <= 12"OC. UON. PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PIP 0'- 0.0" -50/ 322V -37/ 1181i 5.50" 0.52 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL = C0.002 L @ -1 L 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 3 -/ MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 41 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORI Z. TL DEFL = -0.001" @ 3'- 10.9" ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 stn o ,_ ti 6131.111111111 -/ 0 1 M-3x9 1 , y l 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 I est[1. PROF ' 89200PE c•" JOB NAME : 3413-D POLYGON NW - SJ241, }'y.. Scale: 0.6592 � f )� T WARNINGS: GENERAL NOTES, unless otherwise noted 0 OREGON� t''a'a... 1.Builder and erection contractor should be edvieed of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual A. Truss SJ2 eMWaning+bawra unsiry lion cammencea, building component.ponenabilty of design parameters and proper ,/•/ri , - 2.244 compression web bradng must be Installed where shown s. ign assIncorporation of component an ie the responds to of the building designer. 4/ 2.Design assumes the top and bottom chords to be laterally braced at eyyy3� 3.Additional temporary bracing to Insure stability during construction T c.o.end at 10 c.c.respectively unless braced throughout their length by l _ Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(IC)and/or drywag(BC). " R�� DATE: 11/30/2015 tiro overall structure is the responsibility or the building designer. 3.24,Impact bridging or lateral bradng required where shown.d 4.No bu ad should be applied to any mponent whistler all bradng and 4.Installation of truss Is the responslbitty of the respective contractor. SEQ. : K 15 613 31 fasteners are complete and at no time should any wads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, end are for"dry condition"of use. TRANS I D• LINK design bads be applied to any component. 8.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES:12/31/2015 S.Comcontrol has no ntrol over end assumes no reeponsiblllly for the necessary. fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design Is Furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end plaud so their center TPII'MCA In SCSI.copies o/which wit be furnished upon requesi. lines coincide with Joint 8.Digits indicate size 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-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 11'- 6.5" IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc LOAD DURATION INCREASE = 1.15 spacing. BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on Continuous bearing wall DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM'CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 N O r4 o V' 2 N 1 [ 1/ Pow m I _,,.,, / -'. // ///�//Z/1//////////////////� � /�� //////////////////////y//////////////////l//////A///1/V/ oM-3x4 4 y b 1-00 11-06-08 ; ,.‹ti��D PR0Fe. 89200PE -rv- JOB NAME : 3413-D POLYGON NW - P1 � . Scale: 0.5806 WARNINGS: GENERAL NOTES, unless otherwise noted: "C ry„ Truss: P 1 Balder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and Ia for an Individual 7,_ OREGON )4w+• and Warnings before construction commences building component.Applicability of design parameters and proper As- 4/ 2.2s4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,[/ °ti �4�. 3.Additional temporary Orating to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at � -7 a DATE: 11/30/2015 m the responsibility of the erector.Addnlon.l permanent!naming of 2 o.c.end at 10 o.c.respectively amass braced throughout their length by 'V! the averal structure la the responsibility of the building designer. R10- continuous sheathing such l b plywood sheathing(TC)wheresauna tlrywaA(BC). �. �� 3.2s Impact bridging or lateral bracing requirede where shovm as 'F SEQ.: Ni5 613 3 2 4.Na load should be applied to any component until ager all bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any Rads greater than 5.Design assumes trusses are to be used in a nen-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.Com WTrua has no control over end assumes no responsibility for the 6 Designcoassumes full bearing at all supports show.Shim or wedge if 3v].A 20 fabrication,handling.shipment and installation of components. necessary. EXPIRES:1 2/a7.1/G L11 9.This design Is furnished subject to the Ilmgatians eat farm by T.Design assumes adequate drainage is provided. TPINYACA in BCSI,copies of which will be famished upon request. 9 Plagetes s csslhall nddw lllh)olm centerocated on hllnecoe.s of trues,and placed so their center November 30,2015 MiTek USA,Inc.lCompuTrus Software 7.6.7(1 L}E 9.Digits indicate size of plate in inches. 10.For basic connecter plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATITNS 1-2=(-85) 69 1-3=(0) 0 TC: 2x9 KDDF 81813TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 03H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 o c spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.007 MAX BC PANEL TL DEFL= -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 2 '� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. udi0 "Jr 07 o I 11, cd 11 3Witi.571111 -1 0 M-3x9 y y ,1 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:1,3,2 I Gl P F Qfk P 5 � r � c.' 89200PE � t- r JOB NAME : 3413-D POLYGON NW - SJ2X410 Scale: 0.6561 ,:4,111 !rSG "' - � WARNINGS: GENERAL NOTES, unless otherwise noted' -s7 OREGON 4/ 1.and and erection contractor en ce be advised of all General Notes 1.ThIbuilding component.Applicability Appplicability of design parapon the parameters meters eand d prop`individual 714> � e �\ T Y'US S: SJ2X and Waminga before consirvction commences. incorparaboo of component is the mapondbillty of the building designer. ...JAN. 2.244 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3 Additional temporary bracing to insure stability during construction T o.c.and at 10 o c respectively unless braced throughout their length by *a.� ` la the respondbtMy of the erector.AddPoonal permanent bracing of continuous sheathing such as plywood ehealhing(IC)and/or drywal(BC). (;,F? L 1+ DATE: 11/30/2015 the overall simctwe k the responsiblily of the bolding designer. 3.2r,Impact bridging or lateral bracing required where shown+i 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the rssponsibllly of Me respective contractor. SEQ.: K 15 613 3 3 fasteners are compete and at no time should any bads greater than 5.Design esaumes Was.are to be used Ina nen-corrosive environment, and are for"dry condition'.of use. EXPIRES:.4 �].l/r�(} TRANS ID' LINK design bads be applied to any component B.Design assumes full bearing at al supports shown.shim or wedge if 1 /3/201 E CompuTrus hes no control over and assumes no respomlbllgy ler Me necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201q 5 B This design is PI/WTCA In CSlI.copiesed 6ject to the limitations set of which will be furnisheorth by d upon up n rrequest. B. Ineles shall be located en both s coincide with joint center lines.of truss,and placed so(heir carder 9.Dlgils Indicate eke of plate In inches. MITek USA.Inc./ConlpuTruS Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" TC: 2x9 KDDF #l&9TR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-774) 147 6-7=(-229) 672 3-7=(-739) 202 LOADING 3-4=( -98) 90 7-9=(-149) 115 TC LATERAL SUPPORT <= 12"OC. UON. 4-5=( -7) 3 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -77/ 610V -47/ 136H 5.50" 0.98 KDDF ( 625) ** For hanger specs. - See a LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.5" -57/ 989V 0/ OH 5.50" 0.77 KDDF ( 625) pproved plans 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. IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 T r( g Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 v M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 5 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A440011011111 load duration factor=1.6, If End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 N O 0 wr ul dm .,mli , ........kaE/gggglldlIlillIlIllIllIllIllbh...„HaAg rn-I4 _MN �� 2�� O 6 7 M-3x4 M-1.5x3 M-3x4 1 . y 6-02-02 5-04-06 y l oo y 11-ob oe l - [} PFtop��s NG,1 NE-k, /b 2 7 � Ct" 89200PE V JOB NAME : 3413-D POLYGON NW - P2 P/' .-'- , Scale: 0.9181 , WARNINGS: GENERAL NOTES, unless otherwise noted f 0y.. Truss: P2 1.Balder and erection contractor should beadvised ofail General Notes 1.This design is uponbased ontythe ,�1 OREGON a4/ and Warnings before construction commences. building parameters p ra parameters and is op anrindividual L. OREGON 4 4Jf Y Y(f ng component.Applicability of dealgn peramelera end proper 2.2t4 compression web bracing must be installed where shown+, Incorporation of component la the responsibility of the building designer. [� 3.Additional temporary bracing to Insure stability during condo ntbnlax- 2.Design assumes the tap and bottom chords to be laterally braced et "�� 1 '"� Is the responsibility of the erector.AddItional permanent bracing o/ T continuous and at 10 o c respectively a ply unless bread throughout their langlh by 4 DATE: 11/30/2015 the overall structure la the responsibility of the building designer, 7s Impact 6dghrgsheathor sterasacing e required where +tlrywell(BC). •�R �� 4.No load should be applied to 3.2a Impact bddging or lateral bracing e where shown++ ly SEQ.: K 15 613 3 4any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Dewst eye asumea full bearing at all supports shown.Shim or wedge If y. fabrication,handling,shipment and installation of components. 7.Deelgn assumes adequate drainage is provided. EXPIRES:12/31/2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shallbe located en both faces of truss,and placed so their center November 30,2015 TP VW1 CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrU6 Software 7.6.7(1L)-E 9.Digits Indicate size of plate In inches. 1g.For basic connector plate design values see ESR-7311.ESR-1988(MITek) IIIIIIMIIIMIMIMIMIIIIIMIMIMIIIIIIMIMIIIIMIIIMIMMIMMMIIMIIIMIIMIIMII This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 SPACED 24.0" O.C. 2-3=(-447) 209 6-4=(-126) 98 BC: 2x4 KDDF STANDR 3-4=( -75) 72 WEBS: 2x4 KDDF STAND LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 495V -35/ 102H 5.50" 0.79 KDDF ( 625) 8'- 8.5" -43/ 364V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.349" MAX BC PANEL TL DEFL = -0.204" @ 4'- 4.2" Allowed = 0.465" 4-06-06 3-10-06 0-03-12 1 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 12 4.00 ) M-1.5x3 Design conforms to mainindforce-resisting q 6 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _ (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Diz), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed fox wind loads M-1.5x3 in the plane of the truss only. 3 N I CD O I ','Ll' 02�� o M-3x4 M-3x4 l l 8-03 0-05-08 l y 1-00 y 8-08-08 �t9 0 Pf O/ass N GNGl N ' *9 r04. 0.52044t- :9200P �, JOB NAME : 3413-D POLYGON NW - P3 Scale: � /'�.. WARNINGS: GENERAL NOTES, unless otherwise noted 1� " OREGON �./^'s._ 1.Builder and erection contractor should be hashed of al General Notes 1.Dedeeds N badIng usedAonly upon1tefparameter. gn shown and rs and individual ,,[� y.. A. Truss: P3 and Warnings before consirucllon commences. Incorporation or component Is the responsibility or the bolding designer. �per Gr© '7}' ti A Y 2-�or �o(c5 2.2x4 compression web bradng mud be Installed adhere Mown*. 2.Design assumes the tap and bottom chords to be laterally braced at S./ 1"4' ,ay�}w IiDAT3.Additional temporary bracing to Insure stability during construction T o.c,and at 10 a.c.respectNely unless braced throughout their ength by //{�•'�� l� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -e' !RIO- DATE: E: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown 00 SE K 15 613 3 5 4,No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4• fasteners are compete and at no time should any loads greater man 6.Design assumes trusses are to be used In a noncorrosive environment, design bads be applied b any component. end are for"dry flubs bearing of use. TRANS ID: LINK pone �, e.Dedgnassumes iwibeadngatanwpport.shown.smmarwedgel EXPIRES:12/31/2015. 5.CompuTms has ne contrel over and assumes no res Ibll ler the necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.This design Is furnished eub)ed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWICA In SCSI.copies of which will be furnished upon request. Ines coincide with Joint center Ines. 9.Digits indicate sae of plate in Inches. MiTek USA,Ino./CompnTtUs Software 7.6.7(1L)-E II.For baso connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #16.13TR TRUSS SPAN B'— B.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin BC: 2x4 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 g• SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LOADING system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, osed, .at.2, Rep. ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di Y), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Gable end truss oncontinuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 N 0 PI 1111111111111111111 2 ti m I� 0I IV 1 o M-3x4 4 l y 1-00 8-08-08 y 9, [} PROSE 17 892001E I" JOB NAME : 3413—D POLYGON NW — P4 1 "J Scale: 0.6329 ..•t/r40 :r / WARNINGS: GENERAL NOTES, unless otherwise noted 10 Truss: P 4 1.BudderCr and Warnings before construction commencesder and erection contractor shcukt be advised of all General Notes 1.This design is based only upon the parameters shown building component.Applicability al design parameters and is for an individual 7 OREGON incorporation of cemponenl is the responsibility of the building designer. 4,parametersand proper 2.2a4 compression web bradng must be Installed where shown�. 'y 3 Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally Mated at '�/\ 7�' y A a Is the responsibility of the erector.Additional permanent bracing of 7 c.c.and at 10 o c respeciNety unless braced throughout ihek length by �.! f`t DATE: 11/30/2015 the overall structure is the responsibility of the bolding designer, continuous sheathing such as plywood aired here)and/oro..tlrywell(BC) 41 .1i113�1~� 3.2a Impact bridging or lateral bracing required where shown t♦ L; SEQ.: K 15 613 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblety of the respective contractor. fasteners are complete and at no time should any pads greater Man 5.Design assumes trusses are to be used in a nen-corrosive environment. TRANS ID: LINK deegnGads beapplied toany component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes MI bearing at all supports shown.Shim or wedge If y r�/�}y r''� y tabdcahon,handling,shipment and installation of components. 5 eEXPIRES: i G147..1/40 1 6.This design is furnished subject to the limitations set forts by 7.Designesassumes beenes adequate n bethifa®e is provided. November 30,2015 TPIM7CA In SCSI,copies of which will be furnished upon request. e.Plates shay be located on both feces of trues,and placed so their center 9 Dries coincide with joint center lines. Muck USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits Indicate ams of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KDDF #15 BTR SPACED 24.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -I MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" 0 5'- 10.9" /12MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads : in the plane of the truss only. 0 0 co ccoo y 1-00 2-00 y 3-11-11 y o) PR°pe"(� !PROVIDE FULL BEARING;Jts:2,9,3 � f, G'�N EE (.)//0 ' ::922tJOPE c.- JOB NAME : 3413-D POLYGON NW - SJ3 Scale: 0.5395 ?! ' WARNINGS: GENERAL NOTES, unless otherwise noted w OREGON �Cr 1.Rudder and erection coMrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual J,_ r�(a� Truss: 3J3 and WamI alt before strut-8 commences. budding component.Applicability of design parameters and proper ✓� -/1f s fY 2.tt4 compression web bredng must be Installed where shown+, Design a tun of component is Me m chords to of the building designer. _7 s✓ 3 Additional temporary bracing to Insure stability during construction 2.Design names me tap and respectively venom ess ba to be throughout braced at Is the responsibility 1 the erector.Additional permanent bracing f 7 nttse.and et e o n rsuch cc ptp unless bread throughout r dry eil)R by e""'a•�.R 11_1- DATE: 1_ spun 8Y o Pa g° continuous sheathing such as plywood sheathing(TC)and/or tlrywetl(BC). sw.f•; L DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.2s impact bridging or lateral bredng required where shovm+a SE K 15 6 13 3 7 4.Na bad should be applied to any component until alter all bredng and 4.Installation of Truss is the responsibility of the reapectNe contractor. Q• fasteners are complete and at no time should any beds greater than 5.Design num.trusses are to be used In a noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS D. LINK 6.Design assumes Mtbeadngetall suppodashown.Shim orwedge it EXPIRES:12/31/2015 5.CompuTrus has no control over and assumes no responsibility for necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 e.This design is furnished subject to the limitations set forth by 8.Plates shad be located an both faces of truss,and placed so their center TPIM'CA in SCSI,copies of which MN be furnished upon request. NneB.DigitseIndicate with joint ioplatecenter inches. nes MiTek USA.Inc./CoinpuTrUn Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7377,ESR-151138(MORS) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 13/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings nat to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Iik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. ;Vier C1-2 C2-3 �'/16 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves �_ may require bracing,or alternative Tor I :52 pbracingshouldbeconsidered.�■M� 3. Never exceed the design loading shown and never 16\1 U stack materials on inadequately braced trusses. O c�-e 4. Provide copies of this truss design to the building ordFor 4 x 2 orientation,locate cb cs-s designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0 'nG'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locatiooint n locationsareed bytANSII/PI s and 1 e at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software r upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is anon-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYR represents values as published specified. by text in the bracing section of the by AWC s the as published2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. *144 Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■� reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIMI ►_ 4 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal MI 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. MiTeke BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013