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Plans AA.5 Twl ce- -00119 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. NGINE - 6> 2 `z 87022PE N ry 'oj, OREGON .per ISER OS A. HER`Pr EX' ' ':06/30/ November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.5309y1 s Jul 11??VFt?YmMiTek IX2d_JVEBn 9KU8FInc.Fri Nov P7 10:56-22 2015 W luyrh 1 HMTHTkU Ez d e 1 ID:zs2ygYHNlYlf1_Z1p530 s Jul 11 201 9 2 g Y 9 Y q 10-10-0 I fl-lo-la 11 1-o-D 1 I 1-2-0 II 1-0-7 I 1 1-0-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 11 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1616 17 118 119 20+`\ 21 N a l-x 22 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 4x5 114x6= 4x5= 3x6 PP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x5= 16-6-8 1 21-4-0 1 1-1-0 1 17-5-8 2-9-8 1-1-0 Plate Offsets(X,Y)- [1:Edge,0-1-81,[12:0-1-8,Edge),[13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl 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 Weight:110 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)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift350-1474(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=0/1259,26-2700/1259,25-26=0/1259,24-25=0/342,23-24=810/0,22-23=876/0 WEBS 2-34=831/0,1-34=2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=1010/0, 18-24=0/869,6-30=0/521,6-32=647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��(} P{�QF�s 3)Refer to girder(s)for truss to truss connections. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �NGI N E ,4 s/(2 at the bearings.Building designer must provide for uplift reactions indicated. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to � 870 ZP E �� be attached to walls at their outer ends or restrained by other means. 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,loar y ds applied to the face of the truss are noted as front(F)or back(B). T DREG N t'td ,40 LOAD CASE(S) Standard 'Aii,/ ER 1& Q� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 On Uniform Loads(plf) S A. HES Vert:22-35=8,1-21=80 Concentrated Loads(Ib) Vert:1=1265(F) EXPIRES:06/30/2017 November 30,2015 N , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2018 BEFORE USE. Ia k Design valid for use only with MiTek®a connectors.This design is based only upon parameters shown,and is for an nndividuaal bull n :compo nee t.notr a truss system.Before use,the budding designer must verify the applicability of design parameters and property orp g SIT®�C} ll budding 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 Greenback Laneity and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777109 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM1 Quality Criteria,DSB-89 and 11051 Building Component Citrus Heights.CA 95610 Safety Informatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. (Job (Truss Truss Type (ill IPIy I POLYGON PL75.399 UPPER F02 Floor 10 1 R45996178 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421Exp7xQa711 GwyEzgc I 1-0-0 I 1 1-1-10 II 1-2-0 1 r21 1 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 q 3x4= 3x4= 4x4= 5 6 7 8 9 10 11 "C'B' �, ,1 ir a 12 13 14 15 16 17 18 19 --- :\ o 30 Y9 28 27 26 - 3x4= 4x5= 3x5= 25 24 23 22 21 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 - 3x4= 1 13-0.2 14-2-2 13-0-2 ,3-7-2 1 19-11-4Plate Offsets(X,Y� [14:0-1 S,Edge[,[24:0.1 8,Edge[ 0-7-0 b-7-o 0-9-71 LOADING(psf) SPACING- 1-7-3 CSI.TCLL 40,0 Plates Increase 1.00 DEFL, i1 (lac) V75fl 80 PLATES GRIP TCDL 10.0 BC 0.61 Vert(LL) -0.49 24-25 >482 360Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360MT20 220/195 BCLL 0.0 Rep Stress Incl YES WB 0.56BCDL 5.0 Code IBC2012/TP120D7 Horz(TL) 0.07 20 n/a n/a (Matrix) LUMBER- i 1 r.1 I ir 11 Weight:99 Ib FT=0%F,0%E TOP CHORD 2x4 DF 2400E 2.OE(flat) BRACING- BOT CHORD 2x4 DF 2400F 2.DE(flat) TOP CHORD Snruvtutal wood sheathing directly applied or 6 0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=1588/0,4-5=2786/0,5-6-2786/0,6-7=-3608/0,7-8=3608/0, 8-9=4042/0,9-10=4042/0,10-11-4122/0,11-12=-4122/0,12-13-3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30-1181/0,2-29=0/1042,4-29-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20-1271/0,18-21=0/1096,16-21-919/0, 16-22=0/716,15-22-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c( 5 PROF�s��c, NGINEF9 `�jo2&7022PE v1'N (\/7 �'oj, OREG N (ti li 90OnMQER A\ PaaSA. HER1‘..\C'-.- EXPIRES:06/30/2017 ' November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE , Design valid for use only with M7ekm connectors.This design is based only upon a truss system.Before use,the bolding designer must verify the applicability of design parameters parameters andd properly fr yn individual thlding gnmponot1111 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members Additional incorporate °designyd permanent the overall is always required for stability and to prevent collapse with possible personal injury and propertyposand bracing ■AiTe1E• fabrication,storage,delivery,erection and bracing of trusses and truss systems.see damage. For general guidance regardinggthe li7 1 R Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA�223�j4, n°'DS8-69 and 8051 Building Component 7777 Greenback Lane Suite 109 Citrus Heights.CA 95610 ob TrussF03 _ TfU65r Type Qty2 1 Reference(option Ply POLYGON R45996179 PL15-399_UPPER FlooJob 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:5625 2015 Page 1 Pacific LumberBTruss Co., Beaverton,Oregon ID:zs2ygYHMYIU_Z1 p9y12t1 yAg??-JgZ8A0awwvh45eWFgT1rtR8Td5zqtixY2RW7KpYEzqa 1 1-2-0 1 F.1_4:0--i 1 1-3-12 1 1-3-0 I 1-10-8 I �1!]=14{11-aD 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= - 3x4 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1 _ ! Ial)e 2 3 4 5 32 31 30 29 a a a4� �28 27 26 25�-� � \o� �24 23 r o 35 34 2 33 3x5= 3x6= 3x6= 3x4= 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 14-0-1422,4-12 14-5-14 19-7-0 I 1 2-1-8 I 110-9-6 T I 5y2 2-9-12 I 10-9-0 13-7-0 7-0 2-1-8 Plate Offsets(X,V)- 12:0-1-8,Edge),113:0-1-8,Edgel,135:Edae,0-1-81 PLATES GRIP SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud LOADING(0. TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCLL 40.0 Platesumbr increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 TCLL 10.0 Lumber Iss Ina- 1 YES WB 0 93 Horz(TL) 0.01 23 n/a n/a BCLL 0.0 Rep Stress Inc/ BCDL 5.0 Code IBC2012/1PI2007 (Matrix) Weight 114 lb FT=0%F,0%E BRACING- TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOOMBER-P CHORD 2x4 DF 2400F 2.0E(flat) end verticals. BOT CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD Rigid rticadirectly applied or 6-0-0 oc bracing.WEBS 2x4 DF Stud/Std(flat) REACTIONS- (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=-838(LC 6) Max Grav34=1731(LC 3),23=1498(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5.6=258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=1486/0,10-11=1563/0,11-12=1563/0,12-13=1269/0, 13-14=739/0,14-15=739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,=/56,27-28=0/1 _269 ,26-27 0 1269,25-26=0 1269,240/702, 325=0/329,23-24=-832/0, 22-23=749/0 WEBS 6-0=0/502,6-32=629/0,4-32=0/771,4 3 8-30=360/0, 90 0, 2-33,0/1007,015-24=-737/0, 0!881, 7 15-25=0/576,13-25=756/0,20-22=0/956,20-23=1108/0 NOTES- ��p P R OFEs 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated.ons. NGj �NGj N FFR s/O 3)Refer to girder(s)for truss to truss others of truss to bearing plate at joint(s)35. 2 4)Provide mechanical connection ) 870 2PE -57 5)Recommend 2x6 stconnadcs,on edge,spaced at 10-0-0 oc and fastened to each truss with 310d(0.131"X 3")nails. Strongbacks to Gr✓ / be attached to walls at their outer ends or restrained by other means. Cc 6)CAUTION,Do not erect truss backwards. rn ' N .5. <c` OREGON 7�.5,OREGON s 4s\ 2O ��S A. HER�P EXPIRES:06/30/2017 November 30,2015 pit/ AWARNING-Verify design parameters and READ NOTES ON TNIs AND INCLUDED M QEK FERANnEaPr daE is for art i individual building comporev.10/03/2015 BEFORE nent.not Design void for use only with Welt®connectors.This design is based only upon pa incorporate this design into ntee overall Mitek' a truss system.Before use,the building designer must verify the appficab ity of design parameters and property rpor and buiding design.Bracing indicated is to prevent buckling of individual buss web and/or chord members only.Additional temporaregardig the permanent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and property Suite Greenback fabrication,storage,delivery.erection and bracing of trusses and truss systems,see pN51/r%1 Quaflly Criteria,DS6-69 and 6CSI Building Component109 Citrus Heiahfs,CA 95610 Safety Intormalion available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. IJab Truss Truss Type Qty Ply I POLYGON PL15-399 UPPER F04 FLOOR R45996180 3 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Nov27 10:58:26 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-n07W08aYgDgwjo5ROAY4PfgdNVLEdQdsGSFhtFyEzgZ 1-3-0 1-5-0 I I 1-5-6 2-0-0 I I 1-2-0 Ilii Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II a 5 6 7 8 9 10 11 12 13 14 o e 23 22 21 20 19 18 17 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 16 15 3x6— 3x4= I 2-11-0 2-11.0 21-3-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] 18-4-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc I/defl Ud TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.25MT20 220/195 BCLL 0.0Horz(TL)r -0.21 18 >999/a n/a Rep Stress Ina YES WB 0.82 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 98 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400E 2.OE(flat) BRACING- BOT CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical 6-0-0 oc bracing:22-23,20-22. 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. PROfES <c, ANG I NE ,4 O 2 4 87022Pr 9• t' i N 7 '0,,OR GON qo O<Cr� 0 �8ER \\ 0_0 \.4 HER ' EXPIRES:06/30/2017 ° November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev.10/03/2015 BEFORE USE. 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 bulding designer must verify the applicability of design parameters and building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memberproperly Additionaltemporaryte a design into rhe overall is always required for stability and to prevent collapse with possible personal injury and property and permanent bracing Mitek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see l Quality For general guidance regarding the Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,ll�V 4 3iI�.GBeda.056-89 and 14C-SI Building Component 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job Truss TNType Qty Ply POLYGON R45996181 FlooSSr 8 1 PL15-399 UPPER FOS Job Reference(optional) I 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:27 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:zs2ygYHMYIU_21p9y12t1yAg???-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY I 1-0-0 1 .4� 1�'i '( 01 1-2-0 1 1-2-0 11 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 z, r m 1 w - .r.0-4 A-i w r 0- -w/eA i.N. 4•0•0- w e \ \ N_ ic ct, - ..c.. . . .. _ . _ 35 34 33 32 31 30 29 28 27 26 25 24 23 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 3x4= 4x8 1.5x4 SP= 15-6-14 11-11-1f 1 21-4-0 1 I 14-4-14 �0-7-0 7-0 5-9-2 14-4-14 Plate Offsets(X,Y)- 117:0-1-8,EdgeI,127:0.1-8,Edge( CSL DEFL. in (loc) WelLld PLATES GRIP LOADING( SPACING- 1-7-3 Vert LL -0.40 29 >641 480 MT20 220/195 TCLL 400..0 Plates Increase 1.00 TC 0.52 Vert(LL) Veit L -0.62 29 >410 360 TCLL 10.0 Lumber Increase C0.686Horz(TL) 0.09 23 n/a n/a BCLL 5.0 Rep Stress Ina YESES WBWeight:107 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 end verticals. BOT CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,3-4=-1712/0,4-5=3036/0,5-6=3036/0,6-7=-3981/0,7-8=3981/0, 8-9=-4547/0,9-10=4547/0,10-11=4727/0,11-12 727/0,12-13=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 16-2 ,4-33=0/864, 6-33=-724/0, 1 631 0 598 8 31=460 0,8-30=0/334,12-28=255/55,30, , 05-28=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 ��0-.) INE OR s/O attached to walls at their outer ends or restrained by other means. * 87022PE 1' C' �A OREGO ryo 4N �,g0,-, 8 ER ,R�p�4 A. HE EXPIRES:06/30/2017 November 30,2015 4 I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. + Design valid for use only with Milekt8 connectors.This design is based only upon parameters shown,and is for an idividual building go into ,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate and building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members nF generalAdditional temporary regarding the permanent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and property fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Qualify Criteria,DSI-B9 and SCSI Banding Component Suite 109 Safety Information available from Truss Plate Institute.216 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 (Job (Truss Truss Type Qty Ply 2 1 POLYGON PL15-399_UPPER FOB Floor R45996182 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:5629 2015 Page 1 00.��rr�� ID:zs2ygYHMYlg_Z1 p9y72t1 yAg??-Cbpf09dRz8CVaGp03J6n1 HI8ciLmglUJz2ULTayEzq W 1 1-10-8 1 r----"1��'1 1-0-0 I 11-z-0 11 1-0-2 I 1 1-3-8 I 1-6-0 I Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 1 3x6 FP= 3x4= 3x4 II 3x5= 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N - 41lik icr .:4- Lie a--� �� la N.�� ,� is4 35 34 33 32 31 30 29 28 27 26 P5 FIN 4x5= 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5 = x 3x5= 2622 3x5 = 3x6 3x6= 3x4= 14-0-141 2-1-8 I 12-10-14 18-5-11 I 19-7-0 I 22-72-1-8 10-9-6 b--0 3-0-8 Offsets(X,Y)- 112:0-1-8,Edge),113:0-1-8,Edge), 135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.33 MT20 220/195 BCLL 0.0 Rep Stress Ina YES Horz(TL)r -0.0.01 27-28 >999/a n/a BCDL 5.0 0 94 23 n/a n/a Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat)BOT CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=431/0-2-12,34=1732/0-0-8,35=776/0-2-10,23=1453/0-5-8 Max Uplift 22=-523(LC 6),35=840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=-258/0,6-7=1062/0,7-8=1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=810/0 WEBS 2-34=1690/0,2-35=0/1843,12-28=7/485,8-30=-362/0,18-23=1021/0;18-24=0/878, 20-22=0/974,20-23=1036/0,6-30=0/504,6-32=631/0,4-32=0/773,4-33=915/0, 2-33=0/1009,15-24=736/0,15-25=0/575,13-25=754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. 'c :- ' I N g-, , 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 kr �NGI NEER s/ be attached to walls at their outer ends or restrained by other means. Q 5)CAUTION,Do not erect truss backwards. /fig 2 870 2PE N y �Aj OREGO (o Id , ,,l,,,ER ,,� ,O OS A. HECk EXPIRES:06/30/2017 ' November 30,2015 a WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE I 11111 Design valid for use only with Mick®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 . building design. Bracing indicated o to prevent buckling of individual truss web and/or chord membersonly.properly incorporate his design into the overall is always required for stability and to prevent collapse with possible personal injurytemporary and permanent bracing N1iTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,se and properly damage. For general guidance regarding the Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA�22314.Criteria,DS8-69 and 8CS18ullding Component 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Floor 2Qty Ply 1'POLYGON R45996183 PL15-399_UPPER F07Job Reference{optionall_._ 7.530 s Jul 11 20184 wPRredVISD Industries, Inc. Fri Nov 8 2710:5 6:31 GImIb 5 Page 1 yEzgU Pacific Lumber&Truss Co., Beaverton,Oregon ID:zs2ygYHMYItl Z1 p9y12t1yAg._ 9.5q11-2-0 I q 1°-'W:3 0-94)I I o-9-°la-g-°10-94)1(1.9-° I I0100i 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 B o /.\B/\B/\ / 19 20 21 �. 24 25 19,y. B b e ImI 034 33 32 31 30 29 28 27 26 40 39 38 37 36 35 3x4- 4x5- 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 1p-9-141 20-2-0 1 13-2-14 �7-S 9-7-0 1 5-9-2 1 11-2-14 Plate Offsets(X,Y)- 117:0-1-8,Edge),118:0-1-8,Edge) LOADING( SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.00,0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480-0.50 33-34 >485 360 MT20 220/195 Vert(TL)TCLL 10.0 Lumber Increase lncr BC 0,65 Horz(TL) 0.07 26 n/a n/a BCLL 5.0 Rep Stress Ina YES Weight:108 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF 2400E 2.0E(flat) end verticals. BOT CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD Rigid ceiliag directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1379/0,3-4=1379/0,4-5=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==1200/0,14-15=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 33-34=0/4221,32-33=0/4113,7-38=0/2933, 3 = 4,3 31-32=0/3617,30-310/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS /0,4-38=0/796, 6-38=690 0,6-37=0 %0,8-37=483/0, .35 0/383100-303,5= 7 277/0,24-26=-1 72/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=701/0,20-29=0/560,14-32=268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 Noyes- �Q`E� PROFFs 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �� N.)P R S�0 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 R 29 be attached to walls at their outer ends or restrained by other means. 4,4 $7022 P E t N NSA OREG S N q� co �,POn BER \_,v. A. HE EXPIRES:06/30/2017 November 30,2015 1 4 int AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 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 bulding component,not MiTek' a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 pNSIRPII Qudhh/CrNerla,DSII-89 and 6CSI Building ComponentCitrus Heiohts CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply POLYGON PL15-399 UPPER FOB Floor 845996184 1 i Pacific Lumber&Truss Co., Beaverton,Oregon - Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 0.�r��' ID:zs2ygYHMYltl_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMS16Hlf0i?4vyEzgT 1 1-10.8 1 r-'---1411 1-0-0 I 11-2-0 11 1-0-2 1 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 1 2 3 4 5 3x6 FP= 3x4= 3x4 II 3x5= 6 7 8 9 10 11 12 13 14 15 16 17 18 19 - wr -.„.172- „.,.,.I-1 I t„ 20 21 k,Y- ' '== - V eNF -A - RN c 35 34 33 32 31 30 29 28 27 26 25 m 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4=- 3x5= 1 2-1-8 1 12-10-14 14-0-14 24-8 19-7-0 22-4-11 1 10-9-6 Plate Offsets(X,Y)- (12:0-1-8,Edge),(13:0-1-8,Edge),(35:Edge,0-1-8] 7° T01 5-6-2 I 2-9-11 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. inloc TCLL 40.0 Plates Increase 1.00 in (Joe) Vdefl L/d PLATES GRIP TC 0.33 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 114 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400E 2.OE(flat) BRACING- BOT CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 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=1686/0,2-05=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. Rod PR Ope 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 °' be attached to walls at their outer ends or restrained by other means. ��4o ANG I NE4 5 s/0 4)CAUTION,Do not erect truss backwards. 2 87022PE r- N y SAT OREGO r �/V 9c, �M$ER \\ 0 OS A. HECA EXPIRES:06/30/2017 4 November 30,2015 _ I iip WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.10/03/2075 BEFORE USE. Design valid for use only with MiTek®connectors.Thu design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the binding designer must verify the applicabifty 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 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Qualify Criteria.058-B9 and$CSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Truss Type Qty Ply POLYGON tlob Truss R45996185 PL15_399_UPPER F09 Floor 1 1Job Reference(optional) 7.530 s Jul 11 2014 Wel(Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 Pacific Lumber 6Truss Co.. Beaverton.Oregon ID:zs2ygYHMYIUI_Z1p9y12t1yAg??-YZcY3thaoggogl izsshykL?ykjzsV6H26KB69nyEzgR I° -/l 1-2-0 1 7:101 10-9-0 1 0-9-0 1�D-9-D X0-9.0ii 0-9-0 X0-9-o I 10-10-0 1 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 10 19 20 21 22 23 24 25 1 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 1p-0-121 I 20-4-13 I 13-5-12 6-7-o 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge),[18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr 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=3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=4267/0,11-12=4267/0,12-13=4306/0, 13-14=4306/0,14.15=-4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31500/3686,29-30=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=-291/0,16-320281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. �� P R�FFs 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 ��\�'<�NGI N ECR s/O29 be attached to walls at their outer ends or restrained by other means. 87022PE v- N CV 7 �Aqj, OREGO QCv� `S A. HE?' C.4 EXPIRES:06/30/2017 November 30,2015 $ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tin" Des'gn valid for use only with MTeNS connectors.This design is based only upon parametersshown,and i pfor an individual budding component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design unto the overall MiTek' beading design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersdaeon Additional al uidanceary and regardinthe permanent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and property 9 Suite 109 Safet r Informationeavailabl erection and from Truss Platbracing Institute,218 N.Lee Sheet Suite 312,Alexandria,VAG223814-Criteria,DSB-89 and SCSI Building Component Citrus Heights.CA 95610 Symbols Numbering System PLATE LOCATION AND ORIENTATION1 General Safety Notes 3j4' Center plate on joint unless x,y I 6-4-8 I dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury WM Dimensions are in ft-in-sixteenths. h11k 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. 0-1/16r c1•2 c23 2. Truss bracing must be designed by an engineer.For widetruss spacing,Individual lateral braces themselves 31111111111 1111P111 mayrequirebracing,oralternativeTorI■_� pbracingshouldbeconsidered.)41.,44 � =O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate Q 4. Provide copies of this truss design to the building BOTTOM CHORDS designer,erection supervisor,property owner and all other Interested parties. plates 0-14/' 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 required and locations aambeg fully.Knots and wane at joint connector plates. THE LEFT. re regulated by ANSI/TPI 1. "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for The first dimension is the plate ICC ES Reports: use with fire retardant,preservative treated,or green lumber. 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 ER-3907, 10.Camber is a non-structural consideration and is the to slots.Second dimension isresponsibility of truss fabricator.General practice is to 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 e Indicated by symbol shown and/or in all respects,equal to or better than that yTrusses are designed for wind loads in the plane of the specified. 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. BEARING section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ff.spacing, established by others. or less,if no ceiling is installed,unless otherwise noted. IIndicates location where bearings 15.Connections not shown are the responsibility of others. (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. INN MN hut 18.Use of green or treated lumber may pose unacceptable Industry Standards: environmental,health or performance risks.Consult with ANSI/TPII: National Design Specification for Metal project engineer before use. Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing, and pictures)before use.Reviewing pictures alone miT' BCSI: Building Component Safety Information, is not sufficient. Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing 8 Bracing of Metal Plate ANSI/TPI 1 Quality Criteria, Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. U PROF GI Nes.), ' jQ. 4 89200PE 4 OREGON 'l) qk 14, '1°0�'-'� MRIL� r 11117m.: November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 BC: 2x4 KDDF #16BTR 2- 3=(-1154) 386 5- 6=(-265) 1149 5- 3=(-91) 57 3- 4=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 BC: 2x6 KDDF #16BTR LOADING WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 150.0)+0L( 14.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA IES) TC UNIF LL( 50.0)+01( 40.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOO.-T 100.00" -259/A01210V -92/REACTIONS 92H 5.50" 1.99N KDDF P( 625) BC UNIF LL( 0.0)+01( 90.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) -- NOTE: 2T4 OPACIOR AT E9SOC TO S. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 *" For hanger specs. - See approved plans MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713" BOTTOM CHORD CHECKED FOR DS PSC LIOE LOAD. REP MAX TL CREEP DEFL = -0.059" @ 9'- 2.0" Allowed = 0.950" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX ROHR. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11fDesign conforms to main windforce-resisting '( system and components and cladding criteria. T 5-09-11 3-04-10 5-11-11f Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f320# *Snit (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-4x6 M-5x6 12 9.00 Truss designed for wind loads 9.00 27 '\] the plane of the truss only. 111. INZ, o � 0 I I�4 6 .. 4 I I ll 5 M-1.5x3 M-3x4 Io M-3x4 M-3x4 1 1 1 3-08-07 15-07-15 1 �(} P A Qre 5-09-11 15-02 :9200P NAME : 3413-D POLYGON NW - Al Scale: :' ' -"` JOB OREGON tl WARNINGS: GENERAL NOTES, unless emerwlse noted' • t.J 1'1GQSr.Jf`7 ,` .. I.Builder and erection contractor should be advised did General Holes 1.building component.le e only uponl the derameters eign parameters and proper individual s"++`{... Truss: A 1 and Wammgs baron conslruclbn commences. bcorpnntbn of component Is the nepondbll y of the building designer. ��'a 14, 2-Q �a 2.2114 compnedon web bracing must be bdelled where shove, 2.Design assumes the top end bottom chords to be Nterely braced et 3.Additional temporary bracing to Insure stability during condrucilon 2 pc.end e110 a.c.rospectNety untess based througnod Mek brplh by � (( '� Is the responsibility of the erector.Additional permanent bracing of continuous sheeting each Sc plywood sheeming(TC)and/or drywal(BC). 1 L DATE: 11/30/2015 me overall ebu dura Is the respordbllly of the bolding designer. 3.25 Impact bridging or lateral baring required where shown.4 4.No load should be applied to any component until after el bracing and 4.Installation of bebi truss Is the reeponlly of the respective contractor, SEQ.: K 15 612 9 3 feelenen are complete and at no time should any beds greater man 5.Design assumes Irene.s aro to be used In a nomcornsive environment, and are for.dry condition'of use. EXPIRES:12/31/2015 TRANS ID: LINK design beds be applied to any component. S.Design assumes Mlbse0ngs all supports shover.Shim or wedge If S.fabrication, has nnshipment addewmssn respcompnsibility onents. 7. me Design s November 30,2015 f lyric a ahs,handling.Non ediwhie arkelstteaon of compoh 60 7.Design assumes adequate eth races a Is grossed. S.ThIa design h furnished waled to the limitations set forth by 9.pMates ose colnell be dda with joid nt center bothof Was,end placed so(heir ceder TPWyfCA b SCSI,copies of MOO dA be furnished upon request. 5.Digits Indicate she of plate In inches. Mff ek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR•1311,ESR•ISee(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC LU: 2x4 KDDF C1TIOR TRUSS SPAN 15'- 2.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2 2012 MAX MEMBER FORCES 9 -6= -201 95 BCI 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-576) 228 1-6=(-126) 538 2-6=(-201) 195 2-4=(-576) 204 6-5=(-122) 533 6-4=(-220) 395 TC LATERAL SUPPORT <= 12"OC. VON. LONDIOG 3-4=(-576) 204 6-4=(-200) 195 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-759) 228 DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF "* For hangerBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS LL = 25 PSF Ground Snow (Pg) REACTIONS SIZE SQ./N. (SPECIES) specs. - See approved plans 0'- 0.0" -85/ 637V -125/ 1250 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.011" @ 7'- 7.0" Allowed = 0.713" 7-07 MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" f7-07 3-10-13 3-08-03 3-08-03 1f MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" 3-10-13 MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" 12 T 1' ,( 9.00 IIM-4x4 12 Design conforms to main windforce-resisting g 00 system and components and cladding criteria. 4.0" 3 ,itzeWind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.g, MWFRS(Dir), Pi load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-115x3 M-1.5x3 z m e. o �!� gag �,oI I 1 x a'A� '1 I { M-3x4 6 RAS I M-3x8 M-3x4 o 7-07 7-07 y J• 15-02 ), \'Ir PRo . t1"`5 ..ryGINE46) 5 › ©o. JOB NAME : 3413-D POLYGON NW - A2 89200FE `! • Scale; 0.3509 WARNINGS: GENERAL NOTES, toles.otlrorMae paled: '�'OF �y,, Truss: A2 Builder and erection eonbaddr Mould be ed asci of all General Notes `� and Warnings bear.construollon commends.. 1.This design b based only upon me parameters shown and b for en Individual ..a8f y'�p �^l/�1�� AN 2 a2x4nd comproasbn web brad boding component.Applicability of design parameters and proper / V ll E Vl V I V it r ng must be Installed where shown+. Incorporation of component Is the responsibility of the building d.ggner. L V.,c "r•/ 3.Additional temporary bracing to Insure.lability during construction 2.Design assumes Ms top and bottom chords to be bterapy braced at //� �.r y,l ©i DATE: 11/30/2015 Ithe responsibility of the erector.Additional permanent bracing of 2'oc end WIT respectively anile.braced throughout their length by .V 1`Fy �y the overall structure la me responsibility dlthe buldbg designer. wMbuoue adding e,such as plywood air a where own+drywaN(BC). /�,, ...AAP. SEQ.: K1561294 4.No bad groukl be applied to any component uMN alter MI bred 4.�Imptctbndithlenlbndlpty of the respective contractor.+♦ ✓/��` [a fasteners an complete and et no time should en toed, ash end 4.InstallationeOtiose is the are to be u e of oapectos wervhen 'w• b TRANS ID: LINK design bads be applied b any r .roster than 5.Designand sr dry weweare bb.uasdm.noncorrogvs environment, y wmponant. d ere for"dry condition"of use. 5.Comma.has no control over and assumes no r.eponeibilAy for the 8.Desi Nsewmes MI bearing al all supports shown.Shim or xatlps 1/ fabrication,handling.shipment and Instelblbn of components. s ry. EXPIRES: 12/31/2015 8.This design b furnished subject to the limitations eel fon by 8.Pets amines adequate oth feces is provided. TPINVICA In 8181.copies of which MMA be furnished 8,pbteaineleebhgetl center ter lines. pi their coincidejoint MITek USA,Inc./ComlwTrua Software 7.6.6(1L}E 9.Digits indicate size of pieta In inches. 10.For babe connector pleb design velum see ESR-1311,ESR-1888(MITek) This FIC designLUMBER-BC prepared from computer input by PACI /DDRCES 4W OR/DDF/Cq=1.00 TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER F 1-IB(-2012) 295 1-5=(-3= E5B(R3 FO 1116 -306) 1694 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-2=( -191) 207 1-5=(-298) 1085 5-2=(--306) 375 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2-3=( -15) 7 2-6=( -197) 180 BE: 2x4 KDDF STANTR WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF MAXARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF yBEARINGS AX VIRTS REACTIONS BIZ- RE I. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF O'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) 8'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) approved plans LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See 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 IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.012" @ 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 -1' Design conforms to main windforce-resisting system and components and cladding criteria. f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.S, ASCE 7-(0, (All Heights), Enclosed, Cat.2, p• 12 7 load dduration factor=l.6, o 9.00 inuthe plane eoffthe truss only. M-3x6 0 1 # o to m �n 2 All ® loll o �_ o • M-3x9 M-3x8 M-4x6 [,�/��• +1210# +6378 J, .‘0,0 r�I R0+ ..0,, ,. y 8 0 0 [i G'N ,©�i 892001E *7'r JOB NAME : 3413-D �y'� POLYGON NW - AGIRD Scale: 0.9369 ,..�d �-• GENERAL NOTES, udese otharvdee naiad V r1E:l�`✓ �"`r 1.WARNINGS:tera 1.Ibis design Is based only upon to parameters shown and la for en individual V 1.Budder and erection comrodor Would be mea of al General Notes building component Applicability of deelgn parameters and proper ��. 147 I i,74,l�"}"'. Truss: AGIRD .na~nip hetero wnsin o tors commences Incorporation of component Is the reepon•Ibddy of the budding designer. y 2.2a4 comprossbn web bracing must be Metalled where shown*. 2.Design assumes the top and bottom chords to be laterally braise al 3.Additional temporary bracing b Weare stability during construction Z u.c,and at 19 o.e,respectively unless braced throughout their length by �.RIO- DATE: Ar �. Is the re•ponalbldty of U•erector.Additional pennenenl bracing of continuous•neatnhg such as plywood aheathing(TC)and/or drywad(BC). 17 v IM overall structure is the reeperWbAity of the budding designer. 3.24 Impact dittoing or lateral bradng required where shown* DATE: K/30/2 015 4 No bad should be applied to any component until alar all bracing end 4.haanetbn of truss is the responsibility ate rospedNe contractor. K15 612 9 5 fasteners are complete end et no time should any bads greater than B.Design assumes trusses ere to be used Ina non-conodve environment SEQ.: end are for"dry condition.ofuse. EXPIRES:12/31/2015 assign bade he appoed to any component. B.Design assumes cel bearing et all supports shown.Shim or wedge If TRANS ID: LINK s,Compare.has nocontrol over end.awmeOfoomponentyrorme necessary. November 30,2015 fabrication,handling,shipment and installation of components. 7.Design essumes adequate drainage is provided. 8,ibis design is furnished subject to the limitations set Porth by 8.Iness shchadtlll selocated on Mm)old o bothnterlllna0.a of truss.and placed so their anter TPNNWitch in SCSI,copies of ch MB be furnished upon request. 9.Digits indicate size of pate In inches. MITek USA,Inc./CompuTlue Software 7.6.6(1L)-E to.For basic connector pate design 0•Ne•see ESR-1311,ESR-108(MIT•k) i This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x9 KDDF C1TIOR TRUSS SPAN 6'- 0.0" BC: 2x9 KDDF 16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX ME -2= FORCES 2 = 00pl=1.00 1 TC LATERAL SUPPORT 1= 12"OC. DON. SPACED DI.0" O.C. 1-2=( 0) 68 2-9-4=(10)) 0 BC LATERAL SUPPORT <= 12.0C. UON. 2-3=(-53) 50 LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF OCATIOG MAX VERT MAX TIOZ SRG REQUIRED.IN. SPG ES TOTAL LOAD= 42.0 PSF LOC-TIONS REACTIONS REACTIONS 5I5E 0 0'- 0.0" -54/ 296V 7 -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/ 99V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M 1-11-11 MAX TLCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" I 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" 12 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 9.00 1 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 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, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '� load duration factor=1.6, Truss designed for wind loads up in the plane of the truss only. 0 0 .-1 oo /-o =/ 811f 1 M-3x9 y y 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 y `C, �yGINEF (Sf13) 0 JOB NAME : 3413-D POLYGON NW - AJ1 8320CF'E `- WARNINGS: Scale: 0.6771 � �Y�' .. • Truss: AJ 1 7. and erection contractor should be advised o/ass General Notes GENERAL NOTES, unless otherwise noted: / a Bolder nd erwwro ant ctor sh uld commences. 1.This design S based only upon the parameters shown and Is for en Individual OREGON A' NOON component.Applicability of design Aerometers and proper �� V n W�1 V 3.Additional compression web bradnp must w[milled where shown�, Innamoretbn of component Is the responsibility of the building designer. y�� mporary bracing to Insure stability during connudbn 2.Design assumes the top ant bottom chards to b laterally braced at y/'^ (y µ � DATE: 11/30/2015 is the raepe lab:lNy of the erector.Additional permanent bracing of 70.0.and at10oc.reepeclbely unless braced throughout Meir length by O 74yN. �"+... the overall sbucture Is me responsibility of the boning designer. continuous sheathing or such as plywood aired w when, s and/or tlryWaq(BC). {y SEQ.: K 15 612 9 6 4.No load should be applied to any component unlit after a0 bracing and 4.In Impel braising bra Sherel pe bracing required where shown++ ();it Du�� [J fasteners are complete and et no time should an bads 5.Design s of esus Is es rre to be used or the respective contractor. C: TRANS ID: LINK design wade be applied to any com r greater man send sor'drym....are tow seed w.mn<o roe eemko anent 5.CompuTrue nes no control overall swarms no res and are for"dry condition"of use.fabrication,h e.n aid responsibility for 6.Design assumes Ml bearing at s8 suppons Mown.Shim or wedge If �ry e.Thb design Is furnished bpd and sellmwllona set forth by comp:minta 7.Design assumes adequate drainage Is EXPIRES:`V 12/31/2015 TFIM/fCA m SCSI,w8.Plates shall be located on center lave of hues M laced ss their center pies of whkh will be furnished upon request. Ines coincide with joint Noes. p November 30,2015 WO USA,Inc./CompuTNa Software 7.6.6(11_)-E9.Digits indicate size of plats In Inches. 70.For basic connedor plate design values ate ESR-1311,E5R-1980(MITek) This FIC designLUMBER-BC prepared from computer input by PACI WR/DD F/Cq=1.00 TRUSS SPAN 6'- 0.0" INC 2012 MAX MEMBER FORCES 1BER( 0) 68 4WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-80) 72 TC: 2x9 KDDF k1&BTR SPACED 24.0" O.C. BC: 2x9 KDDF k1gBTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AR TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) EA BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 3'_ 0 9" 116/ 130V -30/ 11 OH 1.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 10.9" -116/ 347V 0/OVERHANGS: 12.0" 0.0" 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF Inc 2012 AND IRC 2012 NOT BEING MET. ICOND. 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 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" @ O'- 0.0" Allowed = 0.290" MAX TC PANEL LL DEFL = 0.020" @ 2'- 3-11-11 T MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 1MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 3 MAX HORIZ. TL DEFL= -0.000" @ 3'- 10.9" 12 9.00 go Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0ASCE 7-10, -(0i r), (All Heights), Enclosed, Cat.2, p•6, load duration factor=l.6, Truss designed for wind loads io in the plane of the truss only. 0 0 m o li ,z, IPIAIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII -, M-3x4 l y l - 1-00 600 .<(;c' R(7fiS� (PROVIDE FULL BEARING;Jts:2r 3,4 I kG1NEE-� ,/ 414 -7 4r. 89200P E 1-- NW - AJ2 Scale: 0.5814 ,.. JOB NAME . 3413 D POLYGON . Oov:ir- ��. Ois de NOTES, unless on the iee parameters -7, A . �� ,, Cr WARNINGS: 1.This design b bantl only upon the parameten shown and is for an individual moi' 1.Budder and erection contndor on co be advised of el Oenerel Notesbalding component.Applicability of design parameters and proper Truss: AJ2 2s4 compress baron bradng u commences. reeorpon9nn of component la the roaponlbillty of me budding designer. x.xaa compressionpo wee br arq pas be etolby where shown.. 2.Design assumes the top and bottom chords to be laterally braced al ��R ��' 3,Addltnd temporary bracing to Insure aabllAy during...We., 7 o,e.and at 10 so.respectiveN unless braced throughout their length by Is the roaponeibNAy of the erector.Additional permanent bracing of 3.continuous xa mpsd bridging hl such bnaas woodquhe thin re eC)and/or drywall(BC). the overall structure is the responsibility of the building designer. 4.20lmpInstallatd bri truss ors the ral btedn lAre aired where so womnaor. DATE: 11/30/2015 4,No load anus be applied to any component until after el bracing and 5.Design assumes trusses an to besI used In a rron<orr4NveWed.,,scot SEQ.: K1561297 lea to arede complete and etnotime should any bed.groaterthenand are for'dry condiBon'ofuse. EXPIRES:1 /3112Q15 eea0,twos a noted to any component. B.Design assumes fun bearing et al supports shown.Shim or wedge u TRANS ID: LINK 5.ConWTrushes rwcohpeent end assumes nofcomresponsibility onents trine nesignas November 30,2015 h N design handling,furnished shipment end deleao of components.byw 8.Design assumes adequate both isdrainage Is provided.e d so their anter 8.Pleteg.hal be baled on boM fans arms and place 6.This deN9nle OOthopee ofw i thelimitationsbe floncot upon request. Anes eolndde Nth joint enter lines. TPVWfCA in SCSI,copies of which win be Nmishetl upon g Digits Indicate sire of pleb in inches MITe&USA,Inc-ICompuTrus Software 7.6,6(1L)-E to.For base connector plate design values see ESR-1311,ESR•195B(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF C1TION1 TRUSS SPAN 27'- 6.0" LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 3-10= -89 2x6 KDDF k1&BTR T2 1- 3-1 9)) 68 0-110=(-798)) 34402 0-14=() 254)) 317 BC: 2x6 RODE 916BTR SPACED 24.0" O.C. 2- 3-(-4549) 913 11-12=(-663) 4408 10- 5-1 -254) 1451 WEBS: 2x4 KDDF STAND 3- 5=(-3540) 924 12-13=(-663) 3827 10- 1=(-1340) 301 LOADING 4- 5=(-3590) 778 12-13=(-663) 3827 5-11=( -40) 345 LL( 25.0)+01.1 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-9424) 968 13- 9=(-960) 2540 11- 6=1 -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 6- 8=(-3253) 552 12- 3=1 0) 136 7- 8=(-3253) 651 6-13=(-1999) 439 NOTE: 2x9 BRACING AT 29"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-3379) 650 7-13=1 -290) 1574 ALL FLAT TOP CHORD AREAS24NOT N.SHEATHED ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V 13- 8=( -121) 208 ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V HEARING 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" OVERHANGS: 12.0" 0.0" ADDL: TC CONC LL+DL= 1598.0 LBS @ 18'- 4.0" 0'- 0.0" -678/ 3376V -137/ 144H 5.50^ 5.40 RODE ( 625) 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "' For hanger specs, - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF 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 = 0.092" @ 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 ff 7-11-11 11-06-10 system and components and cladding criteria. 7-11-11 3-11-15 3-11-12 I ,( Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / 4-02-09 2-11-12 4-04-05 596H � ,� 3-11-12 3-11-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 I load Truss duration fforwind facto 6 designedloads M-4x89.00 pM-3x6 M-4x8 M-4x8 12 in the plane of the truss only. 5 T2 6 7 9.00 NM M-1.5x3 + M-1.5x3 0 ti m /� army 0 o - II 7a1y �,-�+ I 10 11 12 13 F�. l a, o M-3x10 M-3x8 0.25" M_1,5x3 M-3x10 *9 0 M-7x8(S) M-3x8 0 J, y �144oa y 7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 l A4�Q PF�pfi�S 1-00 27-06 ) �c\ 51 � . �Ca1N �� V/�. 4 ;92OOPE 17r JOB NAME : 3413-D POLYGON NW - B1 Scale: 0.2244 WARMNOB: GENERALNOTES, unhseothemiftsnMed Truss: B1 I.Builder and erection contractor should be advhed of ail General Notes 1.This dent Is based° upon the * (, and Waminpa before conahuBhn commence°. Anonly P parameters era me shovel and h for an individual building Applicability the ofspond parameters oftenantlproper , t?REGdN 2.Add compressiontemporary web bndnp mule r e Metalled where shown s. Incorporation of cemponeM is Itro rosponslbAlty of the building dealpnel. �A�` �� 3 Additional temporary bncmp to Insure arability during construction 2.Design assumes me lop and bottom chords to b°literally braced at v•/S. y a \ DATE: 11/30/2015 is me responsibility of the erector.Additional permanent bracing of 2 o.c.and et iP o c respectively unless braced throughout their length by �./ (1 the overt sbudum Is the roeponaibilityof the binding designer. 5is Meeting or at b cinro requirede where s and/or a dryw°I(6C). /�.,,► `_ SEQ.: Ki5 612 9 8 4.No Aad Mould be applied to any component until after ail brad 3.At Impact bridging or lateral bracing whpn Movm a •�f j](1 ii...),, rth and 5.Installation oftruesIsthe Sr.Icbe ea itlnen-corrosicontnlnn e'i I-1 Ls"' fasteners aro complied end at no time Mount any bees greater 5.Design easumae hisses eto be used In•non-corrosive environment, TRANS ID: LINK ae.gn ,a.b.,p pdafoenyeamponeM. and arefor"dryoondmon Muse. loads 5.OompuTnn has no control over and assumes no responsibility for the 8.Design as full beadng at all supports Movm.Shim or wedge If fabrication.handling,shipment and installation of components ^°«.e.ry. EXPIRES:12/31/2015 e.This design la furnished subject to the limitations.,forth by 7.Oa t an assumes adequate drainage h prodded. TP WVI-CA In BCS!,copes of which will be furnished u 8.Ples°Milee located on ehoes of truss,end placed so their cellar November 30,2015 pore request. linescelndds wilh joint center Anda MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E S.Digits'Minds etre of plate in inches. II.For basic cenneclor pate design values see ESR-1311,ESR-7888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 BC: 2x4 KDDF #1SPACED 24.0" O.C. 2-3=(-662) 146 5-6=(-156) 688 2-6=(-276) 128 WE: 2x4 KDDF #1&BTRBTR 3-4=(-488) 138 6-7=( -72) 116 66-3_(--52 ) 1288 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) _ _ _ _ 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) NOTLL = 25 PSF Ground Snow (Pg) • NOTE: 2 2T4 BRACING AT E4SDC UON. FOR ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL L/240 1,- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 ABS IRC 2012 NOT BEING MET. MAX IL DEFL = T.ON9" @ VERTICAL DEFLECTION LIMITS:5'-LL L=1L/24 Allowed0, TL=L/180.354" nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" 1/�/ 9" oc in 1 row(s) throughout 2x4 top chords, f/yl'✓/y` 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" ** For hanger specs. - See approved plans 6-02-11 1-09-05 f fDesign conforms to main windforce-resisting system and components and cladding criteria. 3-03-13 2-10-14 1-09-05 Wind: (140 mph, h=21.5ft, osed, at.2, Eap. AS MWFRS(Dir), '� � � (All Heights), Enclosed, Cat.2, Exp.O, 12 M-9 X6 load duration factor=l.6, 9.00 End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads 11:3x -4 -I in the plane of the truss only. lei 11111 I I ot 0c@@ HANGER BY OTHERS TO APPLY CONC. LOADS)EQUALLY TO ALL MEMBERS. 4 ® ��IO c �_ 6 0 o 1' M-3x4 5 M-6x8 M-3x8 M-1.5x3 +121# 463,70 +233.00 3-02-01 2-08-13 2-01-01 J, 8-00 Cj C.NG%NE '4 /' ' .. 89200PE �. JOB NAME: 3413-D POLYGON NW - BGIRD Scale: 0.3864 „ Lw7' •'WA �''"�" ' OREGON Cr 1.Ra N08. G. EfULNOTES, udaspaththe noted 7 y', 1 1.Builder and erection Contractor should be advised dal General Notes 1.This design Is based only upon the parameters sham and h bran individual T � .�/� 2.° v,....4�^4 and Warnings babre construction commences. balding component.Applicability of design parameters and proper Truss: BGIRD mwponnenorwmponerdlathe rowonabu b the i,tewudlnod..gar. y 2 D:q camprosNon web bndng mak be installed where shown*. 2.Design assumes the lop and bottom drords to be latently Mood et y 3.AddBbal temporary bracing to Insure Nablllty during construction T e.c.end al 10 o.C.roapadNaly udaes braced throughout thak larpm by j ( '( �., is the responsiAlly of the endor.Additional permanent bracing o1 continuous sheathing such es plywood sheathbq(TC)and/or drywal(BC). +w F'3 1-5 L DATE: 11/30/2015 to averal Nnxture Isthe roepoalbAly of to balding designer. 3.23 of �r late mall bbrradng reequiredrespectivenehownascontractor. S EQ. K 15 612 9 9 4.Ne wane sirouM be eppeen fo any campoad cads eller al bndng ane 45.Design assumes trusses are to be used Ina non-corrosive environment. fasteners are completeandat no time should any wads greater than end are fur"dry condition"of use. EXPIRES:�c]/O��'�a�F�. T RAN S I D: LINK design wads be applied to any component. 8.Design assumes lull bearing at el supports shown.Shim or wedge it EX f RES 2 3 5.CompuTNshas no control over and assumes noresponsibility krthe acessery. November 30,2015 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. A This design N furnished subject to to limitations sat forth by 8.lines ts shall be Meted with joint n both hfeces of truss,and placed so their center TPNNfCA kr SCSI,copies or which OM be furnished upon request. er lines. g Digit.Indicate size of plate in Incas. MITek USA,Inc.ICompUTrUS Software 7.6.7(1L}E 10.For basic conador plate design values sae 656.1311.ES12.1988(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x9 KDDF CATION; 34-00-00 HIP SETBACK 8-00-00 FROM END WALL 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) Inc 2012 MAX 5)MEMBER FORCES14-429189=1.10 BC: 2x6 KDDF #168TR 1- 3=( 0) 68 3-14=(-1660) 5757 13- 4=( -429) 1175 19- 0=1 -207) 891 WEBS:: 2x6 KDDF STAND; LOADING 2- 4=(-5640) 2118 13-15=(-1308) 5201 4-14=1 -818) 175 8-20=(-1956) 836 2x4 DF 2900E A; LL = 25 PSF Ground Snow (Pg) 3- 5=(-5293) 1758 15-17=(-1969) 5961 14- 5=( -13) 389 9-10=1 -462) 1832 2x9 KDDF 09F AB TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 0'- - 4- 6=(-4279) 1769 16-18=(-1967) 5961 4-15=1 -286) 973 20-10=( -126) 251 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5948) 2163 18-19=(-1790) 5484 15- 6=(-2225) 1991 TC LATERAL SUPPORT <= 12"OC. UON. TC SNIP LL( 50.0)+DL( 14.0)= 69.0 ELF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-9955) 1796 19-20=(-1581) 4909 6-17=1 0) 452 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) 146 BC LATERAL SUPPORT <= 12"OC. UON. _ _ __ TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 0-11=(-4869) 1584 17-17=(--270) 5659 NOTE: 2x4 BRACING AT 29"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=(-4860) 1558 17- 7=( -270) 659 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-12=1 0) 68 18- 9=1 -399) 374 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-19=1 -932) 360 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12.0" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP LOCATIONS REACTIONS 0'- 0.0" -995 3513V REACTIONS 5I5E 5.62 F ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. / -155/ 15 OH 5.50" 5.62 KDDF ( 625) 39'- 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 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 4.7" 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" 7-11-11 MAX HORIE. TL DEFL = 0.203" @ 33'- 6.5" .( 18-00-10 7-11-11 Q 12 597.30# T 4-01-07 3-04-19 3-11-12 3-11-15 Design conforms to main windforce-resisting 2-09 2-05-11 2-09 5-03-05 5-03 f If597.30# system and components and cladding criteria. 9.00 M-5x10 _ Wind: 140 5 -M 66x6 M-3X8 M-5x8 mph, h=22.2ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, L 7 -M 4x4 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3X9 T21� Truss designed for wind loads 4 in the plane of the truss only. M-3x8 } N1.5x33 A }M-5x12 Imo -rn lik . � 13 yg 151 �-W/ M-7x8 M-3x9 M-9x100 "` _-- 16 2 AI o M-3x4+ o ne-1.5x3 M-9x12 0.259 M-3xx0 M-7x10 M-7x8(5) o d 3.75 M-3x4+ 12 y y-os-oay-os-liz-o7-o7) 5-10-03 l 4-11-08 ) 3-i1-1i ) 4-01-07 l 7-06-09 1 p 1-of-os-o8 l0-o9-oe y ,`f�Q+�4 a�¢'� 20-09 y y 39-00 00 \GJ �NC?�N �� S/p� JOB NAME : 3413-D POLYGON NW - Cl 89200P Scale: 0.1609 WARNINGS: ; Truss: C 1 1 Builder and erodbn contractor shouts M advised of all General Notes GENERAL NOTES, unless onMrMr noted. eM Warnings cgon a ntactor should commeadM. 1.This design Ie based only upon the parameters Grown and N for an Individual 2 7A4 compression building component.Applkabillty of design parameters end proper �, ,;y �� 2 )e mpression web bracing must be Installed Where shown+. Incorporation of component le the roeponslbplty of the building designer. /if �}e ��/ VONT- 3 Additional temporary bracing b inure stability during construdnn 2 Fe s.n rad al ly the lop end Gly unless choMs to M Mlenity Orscatl el /� DATE: 11/30/2015 Is the responsibWty of tit eredor.Additional permanent bracing or 7o.c.and al lgoaraapadNatysed.braced throughout mein bnglh by e,/ �� .. ,13,,T^ .` �. the overall siruclure Is 8b responsibility of the building designer. continuous sheathing such as plywood ng(TC)and/or drywall(BC). /��. S EQ•: K 15 613 01 4.No load should be applied to any component until newel bracing 4.In Impact bridging or Mere.brsdrp trequired atIns Whore shown l a •Y/j w...'�L fasteners an complete end al no time should anynadah and 4.Installation s of es trusses Is eshe re to used I the respective contractor. H TRANS I D: LINK design nada ba applied lo any greater than 5.Design assumesot'dryweaas.rs M In.non-corrosive roywe enWronmant 5.CompuTnro has no control over assumes no re and are for"dry condition"of use. eponslblldy for me 8.Design assumes Ml bearing at ell supports shown.Shim or Wedge if 5 febrkatnn,handling,shipment and Installation olcomponenle. neceswrr. �( p c r� �] 9.Thio design N furnished subject to lbs limitations sat forth by T.Design auumes a teyuab drainage Is provided. EXP{i Es7: GI U�� 0� TPBWICA In SCSI.copies of which MOW furnished upon ro request, 8.lies coinddaall enheled on ter leas of base,and placed colMlr comer November 30,2015 9 ilia coincide with Joint is centerlines. MITek USA,Inc./CompuTrue Software 7.6.6(11)-E SB.For Digits basic own ebb of lanes In gra Inches. f 0.For haat connacl0l plate design values Ne ESR-1371.ESR•1988(MITek) This design preparedLUMBER-BC from computer input by PACIFIC WR/DD F/Cq=1.00 TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 1E2B( 0) 68 9WN/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-120) 101 2-4TC: 2x4 KDDF #19BTR SPACED 24.0" O.C. BC: 2x9 KDDF #16BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON INP CNORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POP 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 5/ OH 5.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 62 5) 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 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 = 0.133"0 MAX TL CREEP DEFL = -0.003" @ -1'- 7 2" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.134" @ 3'- MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 1MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" f3 -/ Design conforms to main windforce=resisting 12 7 system and components and cladding criteria. 9.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. to cs 0 I 0 I c 9�� o ►� o M-3x9 6-00 y cp pp Or, y 1 1-00 ( PROVIDE FULL BEARING;Jts:2,4,3 14` 89200PE �r JOB NAME : 3413-D POLYGON NW - AJ3 Scale: 0.4979 ,.. • GENERAL NOTES, unless otherwise noted OREGON 4/ WARNINGS:a 1.This design Is based only upon the parameters shown and b Ur an IrWhWul 7.Binder and erection contractor snood qt advised of all General NOUS building component.Appllubllity of design parameters and proper G.... �' 20s, .4" Truss: AJ3 and`A*mmgabaroeBann"°W"`°mm°"e°°' mw pontos of component is the reapers.bmH ohne hewingdedgner. y Z.7x1 compression web brsdng must be Installed where shorn 4. 2.Design assumes the top and bottom dells to be lateraly braced at Iv 3.Additional lampoon bracing to Heat stability during construction Z me,and at 10 0.0.respectively unless braced throughout then langur by 4.1. ... \ �: is the roaponaalb of the erector.Addmonal permaaeo!nun!a continuo,s sheathing such as plywood sheathing(TC)and/or 4. dryweI(BI). Fl 1w DATE: 11/30/2015 the oveni nub.lathe roaponeAIlty of the bolding designer. 3.2c Impact bridging or lateral Inning required where shown a M until afnr ell bracing end 4.Installation of truss is the roaponlbBty of me respective contractor. 4.fasteners load should c m fats an to any tompona 5.Design enamel trusses aro to be used W a noncorrosive environment, SEG.: K1561302 r elg Ind complaiedt a not pa Stwanyw.aagrs•terthen and we fordrytondnlon"ofuse. E7 PIRE5:12I31/2015 eesign wads be applied te any component, B.Design assumes ful beading et al supports shout.Sam er wedge It TRANS ID: LINK 5.Compu7usheemcoMp,nent nd aaumsnstaseresponsibility nente. the reatonn drainage Is November 30,2015 fabrication,Is londie shipment and installation of components. 8.plates shall be located enmes eboth faces of truss,and placed so then center e.ThisdTCAnCSI.co es ject ofwlatheIefunsset upon request. lines coincide with(slot center line. TP WyfOA In BC91,copies of which who be furnished upon raqussl. 9.Digits Indicate an of piste In inches. MITek USA,Inc./CompuTNe Software 7.6.6(1L}E I0.For basic connector plate designvalus sat ESR.1311.E58.1988 Nan) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 ROOF #1SBTR TRUSS SPAN 7'- 5.9" LOAD DURATION INCREASE = 1.15 INC2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x4 KDDF #16BTR 1-2=( 0) 68 2-5=(0) 0 SPACED 29.0" O.C. 2-3=(-198) 177 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -99) 36 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 TOTAL LOAD = 42.0 PSF MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 377V -69/ 201H 5.50^ 0.60 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.09 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7CREE4 -: MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.459" P MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=9.2,BCDL6.0, 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. -1 J• 1 l 1-00 6-00 1-05-15 D Pflo,-40 (PROVIDE FULL BEARING;Jts:2,5,3,9 j 44.51.,\4'' X51,\ '' 0461 N.E.-9 6:1 V JOB NAME : 3413-D POLYGON NW - AJ4 4t- 8900E `' � � �� Scale: 0.4709 •O WARNINGS. GENERAL NOTES, oden omarwln noted: .'h Truss: AJ4 1.Builder mderodlan contractor should be advised of all General Note. I.The design Is based only upon theCr and Warnings before eonstrucllon commences. buAtllnp component.A beb6 parameters Mown and la ler an halvldwl OREGON r/ /'�A�' 4 2.At4 comprenInn web bracing must be Installed where show e, k,pPPI Ny of design parameters and proper V R CG Q�A y.,, . 6 14 3.Additional temporary brectn to inure stab) during Iporelbn of componentIs o. m chords to bee responsibitity lthe building hlarelN need d sAner �+/y 'tl P" 7 g Aly g construction 2.Design assumes the to DATE: 11/30/2015 Ia therospnnstbwAty of IM erector.Addpbnel permanentbredng o/ 2o.c.and at igoc rsapedtvaty nuNesseeds braced throughout their oe by f ('a.. the overall structure h the responsibility of the building designer. continuous sheathing such as pywood aheething(TC)era/or drywd(BC). /�/, .�y3 SEQ.: K1561303 4.Na bad should be applied to anycomponMuntilagerailbredand 4.In Impact tru sorhlerelprecingryef hewhpretvown.♦ "/ ryy( fasteners aro complete and et no Ilia should en bade 4.Installation ee of truss Is the responsibilityea f the respective contractor.sl,enI7 1.. TRANS I D LINK dcci leads be applied hen y greater than 5.Destan assumes trusses are b be used In a nontonosive environment, y component. end are ler"dry condition.'of use. 5.CompuTrus Ms no control over end aenmsa no responsibility ler me 8.D5 esign assumes full bearing at ail supports strewn.Shim or wedge I/ v p ] r�v} r7/�y fabrication,handling,shipment end installation of oomponenla ty' EXPIRES:fl E5:1 v.`./y711L V 1 8.This design is finished subject h ms limitations set forth8Plates s rth by 7 Design eawmeb ated sn boh b drainage h provitled. TPOWTCA b SCSI,copies of which wit be furnished upon request. teescoincidew888 Jolts centerlll es.of trona and placed so their center November 30,2015 Wee USA,Inc./CompuTrus Software 7.6.6(1L}E N.Digits Indicate aloe of pleb In Inches. 10.For baste connector plate design values rte ESP-1311.ESR•l 988(MiTek) This design prepared from computer input by JP TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 8-17=(-132) 673 TC: 2x4 KDDF 610BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 BC: 2x4 KDDF STANDTNDR 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 WEBS: 2x9 KDDF LOADING 4- 5=(-1831) 493 14-16=( -9) 60 13- 5=(-191) 831 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1662) 508 17-10=(-317) 1430 16-15=( 0) 220 BC LATERAL SUPPORT <= 12"OC. UON. 20 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 8- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 19-11=( 0) 80 16- 7=( -40) 117 7-17=(-500) 166 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ) 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 1' 2-07-04 3-06-05 3-10-02 1'3-03-05 5-05-11 5-03-10 4-10-11 5-01 Design conforms to main windforce-resisting ,f T system and components and cladding criteria. 12 12 M-3x4 M-4x6 9.00 5 Wind: 140 mph, h=22.9f t, TCDL=9.2,BCDL=6.Or ASCE 7-10, M-9x6 M-7 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 7 :1... load duration factor=1.6, ..e. Truss designed for wind loads in the plane of the truss only. M-3x4 M-1.5x3 M-1.5x3 0 o M-3x6 ,-- im�• _ � 13 159 ' -1, o a, j-"_1� M-3x8 0 lq 0.25/76 M- // 3x8 M-3x6 I M-5x10 0l M-1.5x3 o M-3x4+ M-5x8 -M-6x6(5) ... 3.75 M-3x4+ A 12 1 l y _ �� P OFe�, y l l y 9-07-15 CINE 2-05-08y 7-02-07 3-08-13 y 5-02-03 5-09-03 y )' XP ©� 20-09 1-00 ')T 1-oy-o5-oe 10-09-08 b _ 89200PE 9r... 34-00 JOB NAME : 3413-D POLYGON NW - C2 Sale: 0.1604 'sIP- WARNINGS: GENERAL NOTES, unless otherwise noted: * OREGON . 1.BuNder and erection contractor should be advteed of all General Notes 1.Ed.deing rom�usedent.ondkpon the of deaden psis shown an pIssfor n indloidual 7per i/ �b., Truss: C2 and Warnings before canting sn commence.. builA. Incorporation of component lame responsibility or the building designer. y\! s {� 2.244 compression web Weeng mull be Installed where shown•. 2.Design seers*me lop and bottom chords to be laterally braced al .0 C 3.Additional temporary beteg to heir*stability during construction T co.end et 1d o.c.inch ey untess braced IhreughoN Ihalr bngm by � IO- DATE: �5 I Ms responsibility of the erector.Additions permanent bracing of continuous sheathing such as plywood sheathing(TC)ander drywall(BC). Y DATE: 11/30/2015 the overall structure I the reeponstbIty of the building designer. 3.24 Impact bridging or lateral bracing required where shown•+ applied any component 4.hslAation of truss la the responsiblty of the respective contractor. SEQ.: K 15 613 0 5 a.No bee should be. a roM any toad sl bracing and B.Design assumes trusses are to be used In non.00rmsivs environment. fasteners are applied and at no Oma should any loads greater than and are lot dry condhlon•of use. EXPIRES:12/3112D15. TRANS I D: LINK design bads be applied to any component. S.Design assumes fel bearing at OA supports shown.Shim or wedge if 5.compurrva has no control over and assumes no responsibility for the necessary. November 30,2015 lat ,handling,shipment and hesitation of components. 7.Design assumes adequate drainage Is provided, 8.TMa design I Nmlehad sublet to the limitations set forth by S.Plates shall be hddavlocatedon ith joint coMhfalinees of trots,and placed so their center TPVN/TCA h BCSI,copes of which will M furnished upon request. One9.Digits indicate size of plate In Inches. MiTek USA,IncJCompuTrus Software 7.6.6(TL(-E 10.For been connector plate design value rte ESR•1311.ESR-10118(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x9 KDDF C1TIOR TRUSS SPAN 34'- 0,0" BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER(- ) 15S 4-R 3=) 0) 30 BC2x4 KDDF STAND SPACED 24.0" O.C. 1- 3=( 0) 68 4-15=(-381) 2157 14- 4=( 0) 331 2- 4=(-2564) 727 14-15=(-381) 1629 14- 5=(-321) 618 LOADING 3- 5=(-1831) 758 16-18=(-314) 1664 5-15=(-216) 179 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1831) 614 16-19= BC LATERAL SUPPORT <= 12"OC. UON. ( -14) 60 15- 5=(-216) 831 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-19=(-353) 1601 15- 7=(--13) 204 TOTAL LOAD = 42.0 PSF 5- 8=(-1662) 534 19-12=(-401) 1430 6-17=( -13) 234 NOTE: 2x4 BRACING AT 29"OC UON. FOR 7- 8=(-1662) 618 16-17=( 0) 90 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL 25 PSF Ground Snow (Pg) 8-10=(-1298) 511 17-18=(-339) 1550 9-11=( 0) 0 17- 8=( -63) 144 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-11=(-1940) 577 18- 9=( -90) 117 OVERHANGS: 12.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1940) 591 0-19=(-143) 187 12.0 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12-13=( 0) 68 19-19=(-211) 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/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/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 10_00-10 MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" 2-07-04 3-06-05 / '� f 3-08-01 2-021 03-05 5-05-11 3-03-10 �2-02 4-08-11 MAX LL DEFL -0.002" @ 35'- 0.0" Allowed 0.100" ,� f 5_01 f I MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 10-00 f I I MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 10-00 MAX HORIZ. TL DEFL = 12 M-4x6 6 9 f ,r 0.098" @ 33'- 6.5" 129.00 M-3x9 M- x8 M-4x6 9.0sDysim dfmtno nmain nwicdce-rcelstarn g .f T Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x9 (All Heights), Enclosed, Cet.2, Exp.O, MWFRS(Dir), load duration factor=1.6, M-1.5X3 Truss designed for wind loads + 1 in the plane of the truss only. M-1.5x3 3 o M-3x6 W mX11 .... a- ! o of M-5x10 M-3x8 ro 17 r M-115x3 0.25 19 3a M-3x4+ M-3x8 O M-5x8 -M-6x6(5) M-3x6 o 0l X3,75 M-3x4+ 12 y y y y y y Ty le 2-05-08y 7-02-07 3-08-13 y 5-02-03 5-09-03 y �{+ 4 PROp� 9-07-15 'f. 1-OQ-OS-OS y 10-09-08 20-09 y oo ,, t4G1N4*." Sr�� 34-0044. JOB NAME : 3413-D POLYGON NW - C3 4 89200PEc' Scale: 0.1604 ,, jOP �. WARNINGS: GENERAL NOTES, untess othenft noted 0 pi Truss: C 3 1.Builder end erection contractor should be advised of al General Notes 1.This design N based only u (�" and Waml4ps Micro conWucllon commence• building cont upon the parameters ar Moven and la proper r en Indlvpuel © �� -^w 2,244 compression web bradng ponent.Applipbllity oflesipn peramdero eIdksgd yam` ng mud be instated where Mown�, Incorporation or component Is me responsibility of the buildup designer, -1 les.. - 3,Addfenal temporary brachy to Insure debility during condrucllon 2 Design sesames ms top and bosom chordate M atareny braved etMr/n, ,J1,„ �y� 4 DATE: 11/30/2015 Is me responsibility Orme erector.Additional permanent bracing of 2'o,c and d to c.c.50065 plywood unless braced throughout their length by 4 ty,T the overall structure Is the responsibility g g contp act shginglg en lter l bracing angre•heath /�+ e Q f- esponsibN of SI designer. 3,col letebsheathortremahp(TC)and/or drywel(BC), rV�r."" R'�` v SEQ.: K1561306 4,NoloadshouldMappliedtoanycomponentuntilafterelbracingand 4.IndalalionoftruesIsIMro silyofthewheresiwwn.+ lw L/ fasteners are complete end et no time should any pads greater than 5.Design assumes trusses are to be used in•respective contractor. TRANS ID: LINK design lead,be applied Is any een,penent and are for dry oesdtien et lee sames no rosponalblily forme 6,Design assumes NI bearing at ell Nippon.drown,Shim or wedge If 5.CnmpuTrus hes no control over end sey. EXPIRES: �(l�y7 (* 2 fir} febrkaMn,handling,shipment and tnetelatlon of components. ne0•N°ss EX f 111 E.7:1 W`./L71 1201 r5 6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate located on both faces a e h prowled. TPWWCA in BCSt,copies of Mich Ml be furnished upon request, 8.MePlaecoincids shall eewnh Joint center lines. B. truss,and placed•otMlrconter November 30,2015 Wee USA,Inc./CompuTrua Software 7.6.6(iL}E B.Digin Indicate sae of pale 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 DD IBC 2012 MAX MEMBER FORCES 4WR/ F/Cq=1.00 TRUSS SPAN 34'- 0.0" 1- IB( 0) 68 2-10=(-209) 1516 /10-DD 3=( 0) 294 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=(-1960) 415 10-11=(-210) 1514 3-11=(-476) 245 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3- 3=(-1962) 415 11-12=(-140) 1146 11- 1=(-476) 556 BC: 2x9 KDDF #1sBTR 4- 5=(-1084) 934 12-13=(-240) 1992 11- 5=(-187) 100 WEBS: 2x9 KDDF STAND LOADING 5- 6=(-1084) 939 13- 8=(-239) 1944 5-12=(-187) 100 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=(-1084) 458 5-12=(-187) 556 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(-1962) 458 12- 2=(-952) 245 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD= 42.0 PSF 8- 9=( 0) 68 7-13=( 0) 294 LL = 25 PSF Ground Snow (Pg) NOTE: 2x9 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. OCAI Q. LOCATIONS REACTIONS REACTIONS SIZE SN. (SPECIES) O.S" -25 RE 1542V -27 R/ 273H 5.50" Q. KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 34r_ 0.0" -250/ 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/24S, TL"L/180llowed = 0.100" MAX LL DEFL = -0.002" @ -1'- MAX TLCREEP MAX LL DEFL = -0.069" @ 17'- 0.0" Allowed = 1.659" MAX TLE MAXLL 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" 6-00-10 13-11-11 Design conforms to main windforce-resisting 13-11-11 system and components and cladding criteria. 7-02-12 6-OS-15 3-00-05 3-00-05 6-08-15 7-02-12 f Wind: 140 mph, h=24.4f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-9X6 "J9.00 load duration factor=1.6, •M-3X4 Truss designed for wind loads 9.00 4 5 \ in the plane of the truss only. r. - Ai, M-3x9 M-3x9 3 „4„,loriiiii /r 0 -I PRo o 10 10.25" 0.25"2 M-1.5x3 M-3x5" to �. fi�cS L. -3x5 M-1.5x3 M-5x8(S) M-5x.(S) l ,. ,so ?,INEC`NY �V�/o o y y 6-06-15 y 6-08-03 6-06-15 7-01 y 1'Ct �C.+ 4. J. 0 7 0l 34-00 1-00 4 89200PE 1-00 JOB NAME : 3413-D POLYGON NW - C4 Scale: 0.1602 * OREGON .cwCr GENERAL NOTES, mien olMMiae noted: yam, WARNINGS:a 1.Tme design h based only upon the parameters shown and h for an individual [*� N 1.Builder anderectionbefore contredm should M commences. of a1 General Notes beading component.Applkeb88y of design parameters and proper tib q Y 2� �'"�, Truss: C 4 and Warnings e.mre eenxn+len nommen«a. Incorporation of component h me responsibility of me building deagner. C 2.2a4 compression web bracing must be Installed where shown+. 2.Design aswmes IM taP sho bseom choraeto a latere0y bread ai A,,. 3.Adtlelonet temporary bracing to Insure stablley during consifudlan T o.c.end et 18 0.e.raspectwely untses bread Ihroughom Ihslr length by �`C7 RIO- DATE: '3 1 �y: st 1 the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/m drywall(BC). FY R 4 Ie the overall ail at btey n 3.2a Impact bridging or lateral bracing required where shoatr• • DATE: 11/30/2 015 theNo leadshould baro toaanncbmp neatof ntIbuiape aligner. 4.Installation of truss la the responelbgty of me respective contractor. 4.No bad ahouM be seta an to any component unty Beer e8 Orating and 5.Design assumes busses are to be used In noncrorroave environment. SEQ.: K1561307 design end.rehr'dryand„an sUts5 EXPIRES:12/31/2015 TRANS I D: LINK design bads be applied to any component. 8.Design assumes full bearing at of supports shown.Shim or wedge II 5.f ampuTnn Ms lin ship over end spumes no remcomponents. for the 7 Desi9N assumes adequate drainage la provided. November 30,2015 fabrtaMg,handling,Nrnisshipment and the eblMeon of components. H.This design h furnished subject to thINneatbns set fadh by e.lines tcoincide with joint center as of truss,and plead w their anter Wy TPfCA m SCSI,copies of whish wig be furnished upon request. e.Digits Indicate she of plate In inches. Wee USA.Ino./CompuTfus Software 7.6.6(1L)-E to.Fm basic connector piste design values see ESR-1371.ESR-1388(MiTak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF 016BTR TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF N1OBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=( 0) 294 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1962) 527 12-13=(-314) 1520 3-13=(-475) 232 LOADING 3- 4=(-1502) 569 13-19=(-183) 1149 13- 4=(-181) 567 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=( 0) 0 14-15=(-339) 1442 13- 6=(-198) 125 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(-1089) 516 15-10=(-333) 1444 6-14=(-198) 125 -- TOTAL LOAD = 42.0 PSF 6- 8=(-1089) 516 8-14=(-181) 566 7- 8=( 0) 0 14- 9=(-476) 232 NOTE: 2x4 BRACING AT 24"0C UON. FOR 8- 9=(-1502) 569 9-15=( 0) 294 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 68 OVERHANGS: 12.0" 12,0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 15-11-11 2-00-10 15-11-11 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-15 2-02-00-08-0$-02 6-06-15 7-02-12 MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" f1MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 T T 14-00 T s 7 T 12 f Design conforms to main windforce-resisting 9.00 M-9x69 M-3x9 M-9x6 system and components and cladding criteria. i, 6 `` 9.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-SX$(S) Truss designed for wind loads M-5x8(0) in the plane of the truss only. .z " o 3 V� sxssiss\0 .,0 7, co 12 13 14 15 1. -Yco of -3x5 M-1.5x3 0.25" 0.25'1'9 M-1,5x3 1co M-5x8(S) M-5x8(S) M-3x5 0l 1 y l l � �b Q�cC- 7-01 6-06-15 y 6-08-03 l 6-06-15 7-01 \�., _�NC?�NEC`� /e_. l l 1-00 ) l wC7 �,, 34-00 1-00 11 JOB NAME : 3413-D POLYGON NW - C5 :920OPE Scale: 0.1602 WARNINGS. GENERAL NOTES, ueeo otherwise noted. 910 tr.Truss: C 5 1.Balder end erection contractor should be advised of el General Notes t.This design a based only upon theOREGON and Warnings before construction commences. ball i component.Applicability parameters par Moww and Is for,Inds/kiwi z.Di4 ampropbn web fond mak be Installed where shown v. Inco Ny of design parameters and proper k � � M Incorporation of is the responsibility of the building designer. 2. 3.Additional temporary bracing to insure ROAN during aalrucllon 2.Design assumes the by and bottom chords to be laterally braced at +�/� y DATE: 11/30/2015 Is me responsibility of the eroaor Additional permanent bracing of 7 o.c.end at 10 o.o.reapedhroy unless braced throughout their length by S� L�y the ovenl structure a the roapomlbliy of the bugling designer, continuous sheathing such as plywood required b g(TC)and/or dryw il(BC). SEQ.: K1561308 4.Na load should be applied to any component antichoral lens3.2aImpel bridging or the le bracing e whereshown.• 41:.`C](] l V fasteners are complete and at no time siwuld any bads greater than end 5.Installation assume bus the responsibility f aanoocemrrr sive contractor. /'Y N7 L TRANS I D: LINK design beds be applied to any component. and era foray condition"of use. 6.Design names full bearing at au ppMown.suorts Shim or wedge If 5.Compurms has no control over era assumes no responsibility for the 7.D,ttgn^ry. fabdation,Wang,shipment and installation of components. assumes drainageEXPIRES:12/31/2015 8.The design is furnished subject to Sr.Ilmnatbne set forth by 8.Plates shal be locatedaon both faces lo truss,end placed so their center TPNNTCA In SCSI,apes of which coil be Nnhhed upon request. lines coincidewnh old center lines. November 30,2015 MITek USA Inc./CompuTrus Software 7.6.7(1L}E s.Digits mdketa era of plate In Inches. 10.For basic annador plate design values see ESR-1511.E5R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1690 3-10=(-296) 204 TC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1379 10- 4=( -60) 972 BC: 2x4 KDDF STANDR WEBS: 2x9 KDDF STAND 3- 4=(-1798) 460 11-12=1-153) 1254 4-11=(-615) 289 LOADING 4- 5=(-1271) 455 12- 8=(-229) 1932 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+•DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-1271) 455 11- 6=(-615) 289 6- 7=(-1748) 960 1-16=( -60) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 42.0 POE 7- 8=1-1946) 412 12- 7=(-296) 209 8- g=( 0) 68 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -272/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5_06_09 T 5-06-09 T 5-06-09 1 5-06-09 1' 5-10-14 1' MAX HORIZ. TL DEFL= 0.060" @ 33'- 6.5" f 12 12 M-4x6 9.00 9.007 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 f( * Wind: 140 mph, h=25.6f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x6.(S) M-5x6(5) Truss designed for wind loads NII in the plane of the truss only. 025" 0.25" • 9 1 K4 M-1.5x3 M-1.5x3 3 AIL 0 o _ Yc 4 _. iisi 7, a' 10 11 12 0.25" M-3x4 M-3x5 I A.. 1! PRoFe6 M-3x9 [�,,, 0 If 0 ,r-3x5 M-5x8(S) 8-08-03 ^!~c•)• 44et �.61P4Ee (5:1 J• y y 8-08-03 8-03-13 8-03-13 1-00 89200PE -v 1-00 39-00 yI� JOB NAME : 3413-D POLYGON NW - C6 Scale: 0.1602 WARNINGS: GENERAL gra b unless otherwise pe nates. IP 49 OREGON mow. 1.This design N Weed only upon ms parameters Moven and Is for en Individual e t.andBuilderand erection ocanWdor snood be ncelaad ofd General Natesbuilding component.Applicability of design parameters and proper Ie. .7,� e [ .y... Truss: C6 and seepres before consbudlan comnenees. Incorporation of component is the eeponsiblity of the building designer. (ye Z.2M comproabn web bracing must W installed Where Moven*. A Design assumes tit tap ane Wdom chords to be laterally braced al 3.Additional temporary bndng to melte stability during construction 7 e n.end et 19 a n.reepedhaly amass brecod ihrouphad their bnglh by y-� x �. Is Me responsibility of the eedor.Additional permanent bracing of continuous sheathing such se plywood eheelmng(IC)endfordrywan(BC). I�IO- DATE:: 11/30/2015 the overall structure lathe responsibility of the building designer. 3.2t Impact bridging or Ideal brodng required where Moves++ 4.No bed Mould be applied b any component until after al bndng end 4.Installation of truss Is the espnnsib@ty of the respedh'e contractor.SEQ.: K15 613 0 9 5.Design sesames trusses fasteners are complete end at no time Mould any loads greater then Cr.h be used In a non-corrosive environment, and arebr^dryoondnlon•ofuse. EXPIRES: 2/31 201rJ TRANS I D• LINK design bads a applied h any component. e.Design assumes full bearing at all supports Mown.Shim or wedge If B.Compuion.Wanecohnn.nt and manes nes components. for lin. necessary. November 30,2015 fabrication.I.handling,shipment end h talletionlimestone s compoherds. 8,Designassumesdloaded ens draboth lace Ise provided. 9.Thla design la furnished subject to the Ilmlstbna Nt forth by 8,Plates shad be located on both lase of Iruas,and placed w their comer TPleNTCA In SCSI,copies of which will be furnished upon request. Ines colndde with laid center Mee. 9.Digits Indicate sae of plate in Inches. MITek USA,Ina.ICompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(Mask) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x9 KDDF CATION TRUSS SPAN 34'- 0.0" 8C: 2x4 KDDF #I6 B TR LOAD DURATION INCREASE = 1.15 TR SPACED 24.0" O.C. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 2- 3=1-1942) 606 12-13=(-407) 1700 12- 9=(-137) 669 LOADING 3- 4=(-1720) 593 13-14=1-407) 1700 12- 6=(-611) 212 C LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 19-10=(-918) 1432 13- 6=( 0) 343 TBC LATERAL SUPPORT <= 12"OC. UON. 4- 6= DL ON BOTTOM CHORD = 10.0 PSF 1-1302) 524 6-14=1-605) 197 TOTAL LOAD = 42.0 PSF 6- 8=(-1312) 528 8-19=(-125) 665 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7- 8-( 0) 0 14- 9=(-209) 176 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 8- 9=(-1720) 604 9-10=(-1942) 615 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 68 OVERHANGS: 12.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.0 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. HEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) }COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 '( T 12-09-11 5-01 4-08-11 2-02 5-00-05 4-02-05 '( f f3-00 4-08-11 5-01 Design conforms to main windforce-resisting 10-00 fsystem and components and cladding criteria. f10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 5 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7M-9x6 12 load duration factor=1.6, 9.00 End vertical(s) are exposed to wind, q M-3x8 M-4x6 N 9.00 Truss designed for wind loads ,4„ Mi iin the plane of the truss only. X / M-1.5x3 3 M-1.5x3 0 , co ;c 0 12 ern of 1 -3x5 M-3x8 0.25" 19 - 1 M-3x8 M-3x5 �f M-5x6(5) 17 1-00 9-07-15 y 7-04-01 y 7-04-01 y 9-07-15 y o `� n 34-00 y y <</C. ? �/ 1 00 89200PE •-• JOB NAME : 3413-D POLYGON NW - C7 Scale; 0.1602 WARNINGS, GENERAL NOTES, urden otherwise noted: •fP. Truss: C7 BuAder and erection contractor should be advised at all General Notes This design Is based only uponlir and Surer rbetoro construction commences. Po parameters shown and h for an Individual OREGON OY�� 2.2x4 comprossbn web bracing must be installed where shown i. Incorporation componentApplicability of design parameters and proper \,J Fl Q©I V rporetbt of component Is the responsibility of the building designer. �„ � �� 3.Additional temporary bracing m Insure stability during mnslrucibn 2.Design assumes the top and bottom chortle to be rarely braced at DATE: 11/30/2015 Is the responsibility of the erector.Additional permanent brodrg of 7 o.c.and el 10 o e reapeccely unless braced throughout their length by 14, (y the overall structure le the responsibility of the building designer, continuous sheathing such as plywood aired,ng(TC)one/or drywaA(BC). Amory ( `' SEQ.: K 15 61310 4.No load should be applied to any con 3 2x Impact bridging or lateral bracing required where Mown e w if r]ry i 1 1 Y fasteners are complete and at no time should N M d.g brodng end 4.DesignInstallaassumes amenf trusses is the to to be we of the respectivenn.cmm�s contractor. ('1 1-1 1 -t, TRANS ID: LINK deet rsarecPads epleteaoao any greater than 5.Designassumestrussesaretobeusedinanon-conoaweenvironment, y component. and aro forWry condhlon•of use. 5.CompuTrus has no control over end mum.no responsibility for the 5.Design entree mil bearing H all supports shown.Shim or wadee if c fabs deem.handling,shipment otl installation of components.by Decen ass t"7'1 P fi EA7:1 213..1.120 I 6.Trus deatpn b Aanlahed cabled to the YmAallons set knh by 7.Design assumes adequate dremaga Is provided. TPIMIICA m SCSI,copies of which will be furnished upon request. S.Pies c incl be located on both lege of huge,and placed so their center November 30,2015 Ones coincide air)Dint center tithes. MiTek USA,Inc./CompuTrus Software 7.6.7)1L}E Y. 70.For For a Indlcale aha of m Inches. baste connector plate design values sea ESR-1311,ESR-1888(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TRUSS SPAN 34'- 0.0" 1- IB( 2) 68 EMBER(FORD 1505 3F/C,I 219) 211 TC: 2x4 KDDF )t1(13TR LOAD DURATION INCREASE = 1.15 2- 3=(-1942) 492 11-12=(-274) 1698 11- 4=(-122) 659 SPACED 24.0" O.C. 3- 4=(-1720) 474 12-13=(-274) 1698 11- 5=(-596) 183 BC: 204 KDDF M168TR 4- 5=(-1300) 440 13- 9=(-339) 1432 12- 5=( 0) 343 WEBS: 2x4 KDDF STAND LOADING 5- 7=(-1301) 453 5-13=(-599) 162 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7=( 0) 0 5-13=(-594) 658 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1720) 494 13- 3=(-206) 199 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 8- 9=(-1942) 510 9-10=( 0) 68 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24001 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FORA 20 PSF LIMITED STORAGE -==-=________ LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -290/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TLCREEP 7 Allowed = 0.133" LL DEFL = -0.079" @ 17'- 0.0" MAAllowed = 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" 13-02-10 10-09-11 9-11-11 '( Design conforms to main windforce=resisting f -00-OS 6-02-05 1-00 9-08-11 5-01 , system and components and cladding criteria. 5-01 4-10-11 I10-00 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 12 load duration factor=l.6, 6 M-4x6 12 End verticals) are exposed to wind, M-9x6 M-3Truss designed for wind loads 4 5x8 Q9,00 in the plane of the truss only. 9.00 M-1.5x3 >_1sX3 +. + PROFM-5X6(S) y y 1 Vj _ 1►WIz ld 1 9-o7-1s 1 -04-01 7-04-01 9-07-15 1 i' p C 717 ? 1 34-00 1-00 t ° 89200 E 1-00 / JOB NAME : 3413-D POLYGON NW - C8 Scale: 0.1852 . ,40.<y• • J tr WARNINGS: GENERAL NOTES, unless otherwise noted: l ,�y OREGON 'Y,f I.Buller and erection contractor should be advised of all General Notes 1.This buildingdesign Isbased only upon the component.Applicability of darameters shown and eign parameters endlproper Individual �YI'rQ e� 14 � A Truss' C8 and WembW berore conshudmu commences. Incorporadon of camponenl la me radesnsi114 of t e bolding designer. e V`_ • 2.2t4 compression web bracing must be Insialtetl where shown.. y Design assumes the lop and bottom dards to be laterally braced at �y p'''�`` `_ 3.Additional temporary bracing to Insure stability during construction T o.c.and iat 12 o.c. uch ti ply unless shaabraced throughout their tlrylength )y Il 11= is the responsibility el me erector.AddAbal permanent bracing of co DATE: 11/30/2015 the overall structure Is the rasponsibliry of the building designer. 3.ax Impact bridging or lateral bowing required where shown.. pones A Installation of truss Is the responsibility of the respective contractor. K15 61311 4.fasteners land should be completeean at no component only seer all eater than end 5.Design assumes buena are to be used In.non corrosive environment, SEQ.: wensrad.beaplitoanyno igmeanoum.rva.aereaterman and are for"thy condmon.ofuse. EXPIRES:J:�^G�3�� 1FJ deign bads be to any component. 8.Design assumes NI bearing at all supports shown shim or wedge If TRANS I D: LINK 5.Gompuirue has no control over and assumes no responsibility for the nage ss fabrication,N bunng.shipment and hststteeen of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design b furnished butted to the limitations eat forth by 8.IPlates shall be nes sol bid with joint on both enter Nf ape of truss,and placed so their center iPNNfCA m BC31,copse of which MN be furnished upon request. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basis connector plate design values see ESR-1311,ESR-1888(Wok) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x9 KDDF C1TIOR TRUSS SPAN 39'- 0.0" TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012) MAX 2-14=1-316)- 4=R FORCES 9WR3-14=Cpl=-,80 BC, 2x6 KDDF STAND SPACED 29.0" O.C. 1- 3=( 0) 68 2309 3-14=( -88) 126 2- 4=(-2952) 518 15-16=(-544) 3684 14- 5=1 -108) 66 TC LATERAL SUPPORT <= 12.0C. UON. LOADING 3- 9=(-2992) 518 15-16=(-599) 3684 4-15=1 -50) 266 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-2790) 592 16-17=(-739) 9966 15- 5=( -224) 1254 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2120) 814 18-12=(-954) 5088 15- 6=(-1136) 396 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 92.0 PIF 6- 9=(-4620) 814 18-12=(-959) 4966 6-17=1 -724) 1030 NOTE: x9 BRACING AT OC UOFOR 7- 9=(-4666) 1026 16- 7=( -724) 286 ALL FLAT TOP CHORD AREAS NOT N.SHEATHED 8- 0=( 0) 0 9-17=( -418) 766 2 24" N. LL = 25 PSF Ground Snow (Pg) COOL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 39'- 0.0" V 9-10=(-5550) 1210 7-10=( 1488) 2118 10-11=(-6550) 1382 17-10=(-1988) 918 OVERHANGS: 12.0" 12.0" ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 11-12=(-6616) 1366 10-18=1 -599) 2320 12-13=1 0) 68 18-11=( -68) 372 @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY INC2012. BEARINGTMAX VERT MAX TIOZ SIG M-3x9 where shown; J[s:2,9,6-7,10,19 LOCATIONSREQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. REACTIONS59V 7/ACTIONS SIZE 3.61 (SPECIES) 625) J0'- 0.0" -393/ 2259V -157/ 157H 5.50" 3.61 RODE ( 625) ( 2 ) complete trusses required. 34'- 0.0" -990/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GIN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing, @�HANGER BY OTHERS TO APPLY CONE. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LOAD(S)EQUALLY TO ALL MEMBERS. MAX DLMCREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.659" 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" 7-11-11 17-02-10 MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 1' '( 8-09-11 3-04-14 3-01-06 1-05-07 5-11-09 6-01-09 � '( '� T .� ,� 5-01-09 1-0903-073-01-06 3-04-14 Design conforms to main windforce-resisting f f f f system and components and cladding criteria, 8-00 Wind: 190 mph, h=22.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5 8 �5986 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 .NM-4x6 9.00 12 load duration factor=l.6, 6 7 Q 9.00 End verticals) are exposed to wind, Truss designed for wind loads o 0 in the plane of the truss only. 0/ M-1.Sx3 44111111111 + 3 1111111111100.M-1.5x3 0 4011111/111 ti a 0 1 - •", eras o 1 14 15 .� tirl� f O M-3x8 -,-, i�r 18 3 4 M-3x8 M- 8 I M-7x8(S) M-7x8 y y y - i',0 025# [} P Ox� y y 6-02-12 1-05-03 9-04-01 G 9-04-01 1-OS-03 6-02-12 y y Cti~c;\ *AGINiExt. AS'j� 1-00 'T 39-00 1-00 �'4L JOB NAME : 3413-D POLYGON NW - C9 8920OPE �r Scale: 0.1834 ,,./� ��*'s�'•• / WARNINGS: ., Truss: C 9 1.Builder end erection connector should be advised of all General Notes GENERAL NOTES, unless otherwise noted: end Warnings ad baht. n tdbn old b commences. 1.This design b based only upon the parameters shown and h for an Individual ' building component,Applicability of design parameters and proper ,y OR G�ts 1 s. 2.2x4 compression web bracing must be Installed where shown t. Incorporation of amponent Is me responsibility of the building dada.. �. '(7,�y �( "V 3 Additional temporary bracing to Insure Heb91y during construction 2.Design assumes the top and bottom se.braced to bethroughout lethally braced at �O 7�• 9.v ...Co DATE: 11/30/2015 Is the responsibility of he erector.Additional permanent bracing or 7oc.and at es lain respectively olio..breadthrC)end:t mek length by V �y,the event!event structure 5 the responsibility of the buSNng designer. continuous sheathing such as plywood aired where older drywsA(BC). 1�+ y ` (1`` SEQ.: K1561312 4.Nomadshould be applied to any component until after all bracing 3.In2tmptd bridging truss or therelponsibiry of the where tihewntt 'RA' ,.*"' V fasteners era complete and at no tbre should en bedsh antl 4.Designion Wig le the responsibility be used of a respective a environ. TRANS I D: LINK design hada be rippled to any component, y greater than 5.ender assumes Intents are to be Ina nonce osys environment, 5.CompuT s has no control over and easumea no reand are for"dry antlPoon"of use. eponel5I y for Ms 6.Deas,N aeons Ml bearing at ail support shewn.Shim or wedge If fabrication,henniEg,shipment end installation of components. De EXPIRES'12/31/2015 6,This design Is furnished subject to the limitations est bah by e.7.Desgn 0.1 be b adequate both faces h provided. TPWOTCA In SCSI,copies ofwhhh will be furnished upon ro request. 6.Inc.Plate.inol be located cnl faces ofinw,antl placed so their center November 30,2015 4 Anas coincide with Joint centerEnInch. Mliek USA,Inc./CompuTnu,Sohval.7.6J(iL}E 9.Digits indicate she of pleb In Increta 18,For base connector plate doe=rs values see ESR•f 31 f.ESR-1866 NAITO) This design prepared from computer input by /DDF MAX MEMBER FORCES 4W R /Cq=1.00 TRUSS SPAN 8'- 0.0" IBC 2012120 0) 68 BER=(ORC) 110 /DDF 0) 18 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-200) 8 2-6=(-47) 163 6-5=( 0) 67 TC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -28) 40 5-3=(-160) 76 BC: 2x4 KDDF STANTR WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTOTA CLOAD 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 FSP 0,- 0.0" -38/ 370V -37/ 1188 5.50^ 0.59 KDDF ( 625) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) 8'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1.- 0.0" Allowed = 0.100" MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL= -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL= 0.000" @ 7'- 3.0" Allowed= 0.178" MAX BC PANEL TL DEFL = -0.037" @ 9'- 7.1" Allowed = 0.269" 3-11-11 ,� MAX HORIZ. LL DEFL 0.007" @ 7'- 3.0" MAX HORIZ. TL DEFL= 0.011" @ 7'- 3.0" 12 -/ 9.00 I/ 4 Design conforms to main windforce-resisting (�) system and components and cladding criteria. I Wind: 190 mph, 1=20.7ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, '1 End vertical(s) are exposed to wind, 11111 ,1, designed for wind loads in the plane of the truss only. N AIN .. 7 ► o IItR� 7 M-1.5x9 of ► M6,3x4 0 o M-3x4 M-3x5 y k l l 2-03-12 4-11-04 0-09 t. �� Pfl OkcJ y 'S. l 1-00 y 2-05-08 y 8-00 5-06-08 wCO Ca1N E I (PROVIDE FULL BEARING;Jts:2,4,7 `;"17 r JOB NAME: 3413-D POLYGON NW - CJ2Scale: 0.5126 10 41, O44.„ REGON ,�4/ GENERAL NOTES, unless otherwise noted '' di t.... „v-" .. 9I.Bulkier OS: 1.This design la based only upon the parameters shown end Ie for en individual ,,,d,,_ s 1.aullar sM erection contractor should be advised of al General Notes "ding component.APpgat l of dealgn Parameters end proper Truss' CJ2 and Warnings p.b.ors conehuc len commence. incorporation of component is the reapon&blly of the building designer. L `Y 2.9r4 compression web bradng mud be Installed where shown.t. 2 Design.ahnNa Ins toP and bo8om chorda la be leterally brecetl at C 1 1r 4^. 3,Additional temporary brachy to Insure etadllty during constructionT o.c.eM el 10'a.4 reapadNey untew broad ihrouphod ihalr length by h the reeponsibihy of the erector.Additional hemmed bracing of continuous sheathing such ae plywood sheathing(TG)and/or drywel(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required whereto�ntrector. 4,No load should be applied to any component dna aft.,.l bredng and 4.Installation Ohm/la the raeponebDty ofape EXPIRES:12/31!2015 • S.Design assumes Inman are to ee used m a nan.o.noawe environment, SEQ.: K1561313 fasteners are complete and at nothnesirouldanyloadsgreaterthan and are ssumecondition.oftob design bads be applied to any component, 8.Design nehmen MI bearing at cog support.shown.Shim or wedge if November 30,2015 TRANS ID: LINK s,Coogan.hasnocontroloverandassumesnoresponsibglyforthe r,eaeary. fabrication,handling,shipment and Installation of components. 7.PMtesndramas ahef be hated aadequate drainage la n both face of rodded.d placed Co their ranter 8,This design h furnished subject to the limitations set foe by Ines coincide with joint Doter Nose. TPUNTCA in BCS(,copies of which will be furnished upon regwsi, 9.Digits Indicate she of plate In Inches. Monk USA Inc,)CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate dedgn values we EBR-1311,ESR-1969(MITch) This design prepared from computer input by JP LUMBER SPECIFICATIONS TC: 2x4 KDDF N16BTR TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-189) 300 5-3=( 0) 68 LOADING 3-9=( -73) 63 3-7=(-310) 190 TC LATERAL SUPPORT <= 12"0C. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF 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" 5-11-11 MAX LL DEFL= 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL =-0.023" @ 2'- 3.8" Allowed= 0.359" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" -! MAX TL CREEP DEFL= 0.000" @ 7'- 3.0" Allowed = 0.105" 12 0MAX HORIZ, LL DEFL = -0,016" @ 7'- 3,0" 9.00 MAX HORIZ. TL DEFL= 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. c Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 8 ,-, AN 1 o P.Tg_-ml o M-1.5x4 o M6'3x9 0 M-3x4 M-3x5 J• l l l 2-03-12 4-11-04 0-09 y 1-00 y 2-05-08 y a-00 5-06-08 y � �c O P 0� (PROVIDE FULL BEARING;Jts;2,4,7 I f Co ,'y w1 GIiy.4`. '✓,+'0. . 0. 44/ 17 'ct .,._...89200PE c.-' JOB NAME: 3413-D POLYGON NW - CJ3 4, .. , 1 Scale: 0.4686 (� cow WARNINGS: GENERAL NOTES, adeasotherwlse noted 7 # OREGON 4, Truss: CJ3 A. I.Builder and eredian contractor should be naked old General Net.. 1.Thls design is based only upon the parameters shown and is for en individual /!% ��/ and Warnings before construction commences, balding component Appikebillty of design parameters and proper o 1 P 14 4 2.204 compression web bredng must be Installed where shown., incorporation of component h the responsbllly of the balding designer. �,/ y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords k be laterally braved et /�(l,� le the responsibility of Me.radar.Additional permanent bracing of 7¢c,and N 1P o,c,sash..respectively unties braced throughout Meir length by "/ (.'.]. �� DATE: 11/30/2015 1M overall structure Is the responsibility of the building designer. continuous sheathing such as plywood Meathirp(TC)and/or drywal(SC), l� Q.: K15613194.In Impact oft,,,,arthteralbradngregwraawhereanecot. 4.No ked should be applied to any component untq after al bracing end 4.Install/Mon of flan h the roeponsiblAy of Ms roepec8ve contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used In a noncorrosive environment, u I� 12/31/2015 r�J�]y/ /} TRANS ID: LINK design loads be applied to any component, and are kr"dry condition"of use. EXPIRES: i j3 it clJ� 5.Comparra.has no control over end nate..no reepomlbibty kr me 8,Design assumes full Peering at el supports shown.Shim or wedge If fabrication,handling,shipment and Intention of components. n•ceµy. November 30,2015 8.Thle design Is furnished subject to the limitations rat forth by 7.Design assumes adequate drainage is provided, TPUWTCA In SCSI,copies of whkh WO be furnished S.Metes chap be loc)cin on center es.Ones,and placed n their center upon request. Ansa colndds with joint ceder linea. MtTek USP,,IBC./CompUTfu9 Software 7.6.7(iL}Z 9.Digits Indicate eke of plate In Inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 TC: 2x4 KDDF )4S1&BTRTAND; -1 SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 BC: 2x4 KDDF 3-4=( 22) 92 3-7=(-482) 361 WEBS: 204 KDDF STAND; LOADING 2x9 KDDF STUD A LL( 25.01+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG ARE TC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. SON. 0'- 0.0" -45/ 469V -74/ 21311 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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 IOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "mc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LLL/240, TL=L/180 MAX LL DEFL= -0.002" 11 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 6 -1'- 0.0" Allowed= 0.133" MAX LL DEFL= 0.027" 8 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = =0.034" 8 2'- 3.8" Allowed= 0.472" MAX HORIZ. LL DEFL = -0.028" 8 7'- 3.0" -� MAX HORIZ. TL DEFL= 0.030" 8 7'- 3.0" j) � Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 190 mph, h=22.2ft, 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 on in the plane of the truss only. ro 0 M-4x6 3 �O 0 7 �� M-1.5x4 0 - Mb3x4 r M-3x4 M-3x5 l 2-03-12 l 4-11-04 y0-09 .NGP nOp�s, l l l 1-00 2-05-08 8-00 5-06-08 mow © ry (PROVIDE FULL BEARING;Jts:2,7,4 I 09200 r L ` JOB NAME: 3413-D POLYGON NW - CJ4 Scale: 0.3929 y� ,�OREGON ,��✓' WARNINGS: GENERAL NOSES, uMen olherwbe nolad. I.BolWrand andlon contredor Medd be edvtsed of ad Genes,)Note. I This bundhp�compeaoa Ap5 upon olnt Idasimnparemstere eend ndIProoren lndleual Truss: CJ4 e /ti 4 �A nd weml Ae beNro wewadtn eommerwee. noome.non of eemponeM la to.eepo ro bel y er the wAmne daaAnec `/ 2.2e4 comproaakn vnb brodrp RN be Insielhd r4ren.Movm+. 2,Design enumen la ten aM tonere chordate a htereny brewed et 3.Addnlenal temporary breap to Ineuro etetlMy during coalruelbn es el 10 o.c.reepedWeN uMess bread ihroughoN their bnpm by Its Me raeponsibltny of 8n areder.Addnlonel pennenaM bradng of aHlnuoue sheathing such as plywood ehaethhp(TC)end/or drywsl(BC). DATE: 11/30/2015 the ovareA Mrushea Ie do raeponsibllty of the budding designer. 3.2t Imped hedging or alar.)bredng required where shown++ 4.Na bed ahoutd be appnad to any component urdA ever ed bredng end 4.Inateneson of(ruse is 8u rsaponsibllty or B.reepedNe contrasts'. SEQ.. K15 61315 fasteners are complete and at no tlms ahoutd any toads greater then 5.Design a.iam.a busaee crate be used Ina nen`erm""e e""`enm.nt, EXPIRES:12/31/2015 .M,re der•dery andnlen•or ua. TRANS ID: LINK dstg Nd a eppadtoenycom decor g.ncoe ssumsehd beeringe epaupponesiwwn.Shlmarwedgslf November 30,2015 5.CempuTrua bases conbd ever eM aaumea a reaponaallny for me nsaeeery. febrkalkn.handling,sidpmant and Insialatlon of componeMa. 7.OtAgn aseumo adequets dralnage Is provided. 8.Thin design A rumlahad aab(ect to the limlatbne set rodb by 8.lisle. abet be wco joint n bothenter r.c.0750*.,end paced coo thalr anter TPtNyICA M BCS.001,1Wof whichwig be Nmlahed upon request. nob g Digits Indiceta eke of phta Is IncMe. MITek USA,IncJCompuTrus Software 7.6.7(4L}Z IO.For beets connector plats design oche see ESR-131t.ESR•79811(MuTck) This design prepared from computer input by JP LUMBER SPECIFICATIONS LU; 2x4 KDDF C1TIOR TRUSS SPAN 9'- 11.7" TC: 2x4 ROOF N16BTR LOAD DURATION INCREASE = 1.15 1-2 2012 MAX MEMBER 185)FORCES 97-6=( 0) 18 BC, 2x4 ROOF STAND SPACED 24.0" O.C. 2-3=( 0) 68 6-8=(-283) 270 6-3=( 0) 18 2-3=(-262) 71 6-8=(-283) 908 3-8=( 0) 69 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 3-9=(-212) 177 BC LATERAL SUPPORT <= LL( 25,0)+DL( 7.0) ON TOP CHORD= 4-5=( -86) 38 3-8=(-q21) 292 12"OC. UON. 32.0 POP DL ON BOTTOM CHORD= 10.0 POP OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BCATIOG MAX VERT MAX TIOZ SIG REQUIRED.IN. SPG AESA LL= 25 PSF Ground Snow (Pg) LOCATIONS' .0 REACTIONS99REACTIONS6SIZE 0,72 (SPECIES)( 6 0'- 0.0" -37/ 999V -93/ 263H 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7 - 11.2" -208/ 398V 0/ OH 1.50" 0.01 KDDF ( 625) 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10 PSF 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" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0,029" @ 2'- 3,8" Allowed = 0,972" MAX HORIZ. LL DEFL- -0.023" @ 7'- 3 0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 129.00 2 Design conforms to main windforce-resisting system and components and cladding criteria, 17 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 vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 160.1........_4111111111111ftimmilmmumm All o 3F 1 r M-1.5x9 ,,,,7,,, 3x9 M 3x4 M-3x5 ). y ,1 y 2-03-12 9-11-09 0-09 y y y 1-00 y 2-05-08 7-06-03 y �Q P 304- 8-00 y y ��\� , ...‘„,\G11,44,...62, t.�f° .. LL 1-11-11 IrROVIDE FULL BEARING;Jts:2,8,9,5 4 89200PE 7'r- JOB NAME: 3413-D POLYGON NW - CJ5 WARNINGS; Scale: 0.3317 V a Truss: CJ5 I.Builder end erection minder should be advised of eq General iotas GENERAL NOTES, unless omerds*noted .cy� O a ON and Nkmt a beton coinderon commences. 1.This design M based only upon the parameters shown and Is kr an individual / '\: 2,2r4 compression dab bracing mud be Installed where shown e, building component.Applicability of design parameters end properp. ` 3.Additional temporary g �, 2 Design Incorporation of component la the responsibility of the building designer. `� Y vX.s � �'+1.., mponry bncm k insure stabil during construction assumes the to end bottom chorda to be lateral braced et 1'fi ..111 DATE: 11/30/2015 is the responsibility of the ceder.Additional permanent bracing of 7o.c.end at id o.c.respectively suoh a.pIp unless braced Throughout their length by the overall structure la IM responsibility piths building designer. continuous sheathing such as plywood sheath hare)and/or crywal(BC). " R`0�: SEQ. : K 15 61316 4.No bad should be applied k any component until after all bracing end 3.2t Imped bridging or lateral bracing required where shown•s fasteners are complete and at no time should an bads 4.Dstsgn assion umes trIsthe re to useo!theocontractor. TRANS ID: LINK dealt"lead.be.P0"toeras aam r greater man S.Design assumes tram.ore tube m.ea In.non-oft/PM.en ronment poneM. and are for"dry condition"of use. �/ 5. 5 Compul'rw hes no control over and assumes no responsibility ler the 8.Design assumes full bearing at ell supports shown.Shim or wedge If EXPIRES: /3 i/'701 tebdcstbn,handling,shipment and InstallaMn of components. necosssry, v 1 L 8.This design N furnished aub)eet to the limitations set forth by 7.Design assumes adequate orsbage k provided. November 30,201 5 TPtW(CA In SCSI,copies of which will be furnished upon9.Plates neee located on both laces dhow and placed M their ranter request. Pones coincbe with)pint comer lines, Wel(USA,Inc./CompuTrus Software 7.6.7(1L}Z 9.Digits Inchoate etre o!plats In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by JP IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TRUSS SPAN 11'- 11.7" IBC=( 0) 68 EMBE(-FOR) 279 WR/DD 0) 18 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-360) 68 2-7=(-167) 413 7-6=( 0) 69 TC: 2x4 KDDF ST5NTR SPACED 24.0" O.C. 2-3=(-361) 245 6-3=(-420) 263 BC: 2x9 KDDF #16BTR 4-5=(-102) 49 WEBS: 2x4 KDDF STAND LOADING 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"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0.0^ 0'- 0.0" -36/ 997V -112/ 316H 5.50" 0.26 KDDF ( 625) OVERHANGS: 12.0" LL= 25 PSF Ground Snow (Pg) 7'- 3.0" -9/ 162V 0/ 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOESBNOT APPLYNDUE TO NOT SPATIAL 11'- 11.7" -56/ NOV 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=1/240, 1L=1/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 11-11-11 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.020" @ 2'- 4.4" Allowed= 0.354" T 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 4 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6 OB,ASCEFCE 7-(0, (All Heights), Enclosed, p• 9.0017 load duration factor=l.6, c End vertical(s) are exposed to wind, ra Truss designed for wind loads I in the plane of the truss only. 0 co M-4x6 3 APIIIIIIIIIIIIIIIIa'''-- -_, '-' IL T r M -1.5x4 I M-73 X4 to M-3x9 M-3x5 l y 2-03-12 4-11-04 0-09 y • ��G INE ,- /© l y y 9-06-03y 1-00 y 2-05-08 y 89200PE 'Y1.;,'. 8-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,8,4,5 ' JOB NAME: 3413-D POLYGON NW - CJ6 Scale: 0.2919 OREGON �...ilip - GENERAL NOTES, unless otherwise nota&. ��j. �.. ,� s 2p��,�"}"' Y I.Boded: 1.Thle design is Weed only upon the parameters melon:5 for an individual I.Builder andp ay cordndor ahodd W advised of ail General Holes building component.Applbability of dealgn pan proper /I�. Truss: CJ6 a t Weminps Wfon consimc5on commenen incorporation of eomponem Is the responsibility of the building designer. 4, p, 2.2x4 compression web bredng mut be Installed where shove 4. 2.Design assumes Bre top and bottom chorda to be tateragy braced at 3.Additional temporary bracing to Insure stability during conalructlon T o.e.aM al 7fY a.c.respectNety unless braced throughout eek length by continuous sheathing such as plywood sheathing(TC)and/or drywall(13C). isthe aponsibiur of the erector.Melly of the permanent bracing of A ox Intact bridging or lateral bracing required where shown e• DATE: 11/30/2015 16131the overalladshould be a p the o an comp of untilafterail bracing and 4.IntaNallon of buss is the roaponalbitty of the respective contractor. EXPIRES; r•.�p['c;��y)e]�/+)/T�C K 15 61317 4.No ase.Would a applied b am mmpone S.Dedgn aesumea'runes aro toe.used In a nenasoesve environment, r fl CJ 2/J L V sA TRANSS : fasteners aro complete and t no time should any bads greater than andaroler"dry toss.^Sure. design bads be applied to any component. 5.Deign Tisanes hot Waring at ell appm%hewn.Shim or wedge B November 30,2015 RAID: LINK s.compuTusW econtrol over ntandI..umlenataapon.ldiNyforma netaearv. fabrication,handling.snllm'enl and hesitation of components. 7.Deign assumes adequate drainage Is provided. 8.This design I.NmlNed subject to me limitations set forth by S.NPlates sih1aglM rb withjohn eted on bothnterll ass of truss,and placed so their center TPIMTCA In SCSI,copies of which MIW Nmlsind upon request. lines Dlgtte Indicate On of plate In inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1L)-Z to.For basic connector plate design values see ESR•1311.ESR-1958(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x9 KDDF #16BTR TRUSS SPAN 8'- 0.0" BC: 2x9 KDDF #16HTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-2=( 0) 68 2-9=(0 2-4-)O) 0 F/Cq=1.00 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-1) 76 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA 0.0" LOCATIONS REACTIONS REACTIONS SIZE S IN. TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 287V -19 Q. (SPECIES) 1'- 10.9" / 72HOH 5.50" 06 KDDF ( 625) -150/ 157V LL = 25 PDF Ground Snow (Pg) 0/ OH 1.50" 0.25 KDDF ( 625) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (CORD. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. J BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.189" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.359" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1' 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. us 0 I o 1 cs o �� 1 M-3x9 �� ) y 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 y ��p,oD P R aF 6'' 4c=; �ryGINE Sip* 44 17 JOB NAME : 3413-D POLYGON NW - J1 8920(7PE r'" Scale: 0.5751 =Aiiir ! ~ 77. WARNINGS: GENERAL NOTES, uMeas omerwlee noted: Truss J1 Builder and endbnconbedorMoUdbeadvised ofepGeneralNotes I.This deeonhband onlyu on me © t and WamMps before conehucoon oommencos P parameters par moven and la for an Indwtlual OREGON ��2.2x4 compression web bradW must be Ineatled where non+ building component.Applicability of design parameters and proper yam, 3.Additional temporary fore=leg to insure stability Bunn Incorporation of component Is me ne b,.lty of the buddlno designer. L 'q 14 ©N� � Ry g construction 2 Design assumes Me top end bottom=horde to be Waren braced at r DATE: 11/30/2015 Is the rosponedlgy of the enactor Additional permanent bracing of 7oc.erect 10'ea o.c.such unless nbraced throughout melt length by lb the overall NucNre Is the responsibility of the balding designer. continuous sheathing sueh as plywood required no(TC)ander drywall(BC). /��. SECt K1561320 4.No bed should be appliedberycomponaM anti after all bndn 3.2x Impact belIra.or lateral bracing where Brown++ Y/ �j�'x t v 4 and 4.Inelepallon of es t Is the n.to used of the nepedwe contractor. `� 41r TRANS I D' Meanen are complete and et no time should any loads greater than B.Design assumes trusses art to be m e noncorroeve environment, LINK design bade be applied to any component, and an for"dry condition"of use. 5.Campania has no control over end assumes no responsibility for the 8.D5 esign assumes BRI bearing at all supports sheen.Shim or wedge If /ebrloe8on,handling,shipment and installation of components. "'ry' EXPIRES: i i i20� 8.This design Is furnished subject n the limitations act form by 7.Design assumes adequate drainage Is provided. TPIANYCA In SCSI.cope•ofnldoh will be furnished upon $•Plehssnapee loafed on tern faces entices,and placed so their center November 30,2015 request. lines coincide with Joint center Nnen MITek USA,Inc./CompuTrus Software 7.6.6(10-E 9.Digit.Indicate size of phis In inches. 10.For baso connector Mete design values see ES12-1371,ESR-1088(Mitek) This FIC designLUMBER-BC prepared from computer input by PACI WR/DDF/Cq=1.00 TRUSS SPAN 8'- 0.0" 1-2.=(IBC 2012 MAX MEMBER FORCES( 0) 68 4WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-70) 80 TC: 2x4 KDDF #1NBTR SPACED 24.0" O.C. BC: 2z9 KDDF #1bBTR LOADING BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 358V -37/ 11BH 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 POP 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 9.8" Allowed = 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" fMAX HORIZ. TL DEFL= 0.000" @ 3'- 10.9" 12 Design conforms to main windforce-resisting 9.00 3 system and components and cladding criteria. wind: 140 mph, h=20.7ft, TCDL=4.2rBCDL=6.0, ASCE 7-10, �A (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 m o o �� 1 M-3x4 l l y ('�� 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 �I C1�^1rl PROF . ,c.t (�`` 1 E Eii fps1.' 89200PE 3413-D POLYGON NW - J2 Scale: 0.5501 � '� JOB NAME : ,, OREGON tt WARNINGS: GENERAL NOTES, unless otherwise noted: e., ('W,/ 1.Bullar and erectfoe contrador should be advised of ea General Notes 1.The dedgn Is based only upon the parameters shown end W for an Individual 'vim©42� ^4 and warnings before construction commences. building componentApplicability of design parameters and proper Truss: J2 Incorporation of component Is the responsibility of me bolding designer. 2.244 compression web bracing must be installed where shown+. 2.Design assumes the top and botWm chole to be laterally brand at 3.Additional temperer/bracing to Insure Mebely during constmdlon 7 oats and at fly oats respectively unless brand throughout their length by +`.G7 1"). 1 �, b Me responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheething(TC)and/or drywal(BC). f'S 17 1+ DATE: 11/30/2015 the overall structure Is the roepanetNry of the building designer. 3.24 impact bridging or Wend brang roqufr did where e wMrador . SEQ.: K 15 613 21 4.Noised should be walled to any component until after el bradng and 4.InMaNatlen of truss Is the reepon lty of ape fasteners are complete and at no time should any Wads greater than 5.Deelgn assumes trusses aro to be used Ina non-corrosive environment arae are for^drycondmoniofase. EXPIRES:12/31�20�FJ TRANS ID: LINK design loads be has no control anynm.ssut S.Destgnaesumes Kr:beadngatal euppo sshown.SMmorwedge if 5.CotWion,ha•lincontrdentesd:aswmesnroaIlt7.Design ssumesedegaaedrainageispe provided. November 30,2015 hbe a alg handling,a shipment and the Imitations of component.. 8.TMs design Is furnished subject to IlmNetbm sal forth by 8.Plates shall be tented on both fans of truss,and placed n their raster Ana nlndde Oh Joint center lines.TPINYfCA In BCS(,Wpbs at which MI be furnished upon request. Ines Digit Indicate size of plata in Inches. MITek USA Inc.ICompuTrus Software 7.6.6(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x9 KDDF C1TIOR TRUSS SPAN B'- 0.0" BC: 2x4 KDDF N1BTR LOAD DURATION INCREASE = 1.15 INC 2012 MAX 1-2= FORCES 2W = 00q=1.00 SPACED 24.0" O.C. 2-3=() 0) 68 2-94=()0)) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-123) 107 BC LATERAL SUPPORT <= 12^OC. UON. LOADING LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" DL ON BOTTOM CHORD = 10.0 POE OCATIOG MAX VERT MAX HORZ SIG REQUIRED SPG AREA) 0 0" L0C-TIONS 4/ACTIO2S TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 422V -55 REACTIONS SIZE SQ.IN. (SPECIES) 5'- 10 9" -154/ 190V 0/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) / OH 5.50" 0.30 KDDF ( 625) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SERIF 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" 5-11-11 MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.078" fMAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" fMAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" 3 MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 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, (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. ti 10 0 I M-3x9 y . 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 y 4,�,�� JOB NAME : 3413-D POLYGON NW - J3 -9200P `� Scale: 0.4979 WARNINGS: GENERAL NOTES, unless otherWhe noted Truss: J3 1.Bulla and erection contractor should be advised or ed General Notes 1.This design is based onparameters • ,�, .na Wambgs heron conshudHn commerce.. g only Won ill esgnp meter and Is for an Individual �� O6 C1dN 2.Dt4 m g budding component.APpkabllhy of design parameters and proper 1-7 (,� compression web bndn must be'Malted where shown.. Incorporation of component Is the responsibility of the building designer. -7 14 v� 1"r 3.Additional temporary bracing to Insure andllry during construction 2.Design names the lop and bottom chords to be kt•r•dy braced at /ray rMr DATE: 11/30/2015 Is the responsibility or the erector.Additional permanent bracing or 7o.c.and at ig o.0 respectively unless braced throughout their length by V ill overall structure I•the re continuous eor such as plywood shoamin c SEQ•: K1561322sponeblryoflMbuldlpdesgner. g(T)and/ordrywlA(BC). /�, 4.No load should be applied to any component ural ser al bndn 0 tmbtio bridgingruss or the rel bradng requirederg,.whore shown♦♦ `✓J/�,."tj y �, fasteners are compete and at no time should anybadeh and 4. aInstallation oftrussis es re to se or s respective contractor. +••s'f 4 TRANS I D: LINK design bade be applied b any greater than 5.Design strum.s trusses an to be used In•non-corrosive environment, component. and are for•dry condition"or use. 5.Comoplos has no control over and assumes no responsibility for the S.Design assumes full bearing at al support•Mown.Shim or wedge If robrkatbn,handling,shipment and InNegatbn of components. Design;o EXPIRES' 12/31/2015� �/ �� S.This design Is fumlsind subject b the Omlatbns set faith by 7.Design assumes adequate nth to s Is provided. t/'l TPIWTCA In SCSI,cope.of which wil be furnished upon re uest. S.Ins,Platn madshad located ce terNne es of inHs,and placed so tMir center November 30r2015 4 Ines ccndca with)obi corder Nche MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 09.Doge.sic connector Mets Inign values 10,For basic connagor pate design values see ESR-1311,ESR-1 g88(MITek) This PACIFIC designLUMBER-BC prepared from computer input by WR/DDF/Cq=1.00 TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 1E2B( 0) 68 9WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=)-170) 138 TC: 2x4 KDDF #16BTR SPACED 29.0" O.C. BC: 2x4 KDDF #1SBTR 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. SON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE RE IN ( RG A TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 980V -74/ 213H 5.50" 0.77 KDDF ( 625) OVERHANGS: 12.0" 0.0" 7'- 9.2" 0/ 1735 0/ OH 1.50" 0.36 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.77"" -130/ 2255 0/ Ai 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. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "o c 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 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" @ 0( Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9. 00 (A11 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. un 0 c 00 7 1 � M-3x4 l 1-00 8_00 �C; 'NAGINEe• `);10 IPAOVIDE FULL BEARING;Jts:2,4,3 17 489200PE v.- 4.- POLYGON NW - J4 Scale: 0.9357 ` 0." JOB NAME : 3413 D it GENERAL NOTES, unless othenvNe noted OREGON ' ✓ WARNINGS:Builder I.This design k based only upon the parameters shown and Is for en Individual y�a�. 1.Binder ala erection...(did should be edvlsetl of all General Notes building component.Appllcadlly of design Aerometers and proper , j "q. f).Q ."'4. Truss: J 9 cost Warnings bebro consiru dbn commences. Incorporation of component is me responsibility of la building designer. y ...,,A 2.2x4 compression web Racing must 8.Metalled where shown w. 2.Design assumes the lop end bottom dwrds to be the braced at /� 3.Addlknel temporary bracing to Insure stability during construction T Ea end el I c.c.respectively unless bread throughout their length by r V/ +` ('.') t 'stile responsibility of Me erecter.Additional permanent bracing or continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). 1 l ll structure b Me responsibility of the budding designer. 3.2a impact bridging or lateral bracing required ware Mown a DATE: 11/30/2015 the overaany compo 4,Installation of tens b the respanslhlry of the reepedbe contractor. 4.No load shouldrcomplete lad la• Mm uMy ear al eater and S Design assumes trusses en to be used In e noncorrosive environment, SEQ.: K1561323 arearsd beplisdt en wnmeshoukanyleade9rederma" end arsfor'drycondeion"alga. EXPIRES:12/31/2015 TRANS ID: LINK dedgnmadsbenoedkanyandnesu. 6.o.ign..same.tuibearingalsAsupportselan.shimorwedgeif 6.fempaionh..ln�arhipmentrol rnd instales lation of responsibility kr the Design;;,,,mes adequate drainage k provided. N eve m be r 30,2015 fabrication,Is furnished subject comprh by located on 8.This design N Nmlsirod subject to the limitations sat forth by 8.Pktes cclneddeewlh)elm<erdarhllneaa of bass,end plead so tair comer TP WYTCA in SCSI,codes of whkh will be furnished upon request. Ines Digits halals eke of plata in inches. MITek USA,Ine.ICompuTrUS Software 7.6.6(1L)-E to.For bask connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC; 2x4 KDDF C14IOR TRUSS SPAN 9'- 11.7" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 68 2-5=(0) 0 TC LATERAL SUPPORT 6= 12"OC. UON. 2-3=(-259) 236 LOADING 3-4=(-132) 54 BC LATERAL SUPPORT <= 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 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -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) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0 LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. / 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. I -1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" )I( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" 3 MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" I 9.00 I1i ''' la( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0o Truss designed for wind loads oj in the plane of the truss only. 0 , r o c I _ 0 S►tea M-3x9 :14- 1-00 8-00 1-11-11 �,`�D P �fi:.�i9' 'PROVIDE FULL BEARING;Jts:2,5,3,4 ' 1,C4; ` � �tw V�.'c2 89200PE 'r JOB NAME : 3413-D POLYGON NW - J5 Scale: 0.4026 .__ �'_A1.-. WARNINGS' GENERAL NOTES, unless otherv4se noted ty° �� Truss: J5 I.Budder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters Mown and la for an Indivldual " OREGOA I r_ end Wemmgs before wn.trudlon commences, building component.Appllssbildy of design parameters and proper /Y- fl t,r1 I Y y�� 4(f 2.214 compression web bracing must be installed where Moven i, Incorporation o/component lame responsibility of the budding designer. -7 c.,SA.-ir S,Additional temporary bracing to Imre stability during constnlcibn 2.Design assumes the lop and bottom chords to be laterally braced al +'Ai, 1 e �j DATE: 11/30/2015 lathe responsibility of the erector.Additional penn.nent bracing of 7 o,c,and et ee on.respectively"Meas braced throughout their length by S� .17 the overall structure I°me responsibility of the bulling designer. continuous dnathing such as pl/uwod sheathing(TC)and/or drywall(BC), (,.,,1 R 1 t..L 4.No load should be applied to any4.In Impact of true is lateral bracing required wipe ehawn t s0 C: SEQ.: K 15 613 2 4pill component until Beer all bracing and 4.Instalallon of truss la the responsibility of the respective controller. fasteners are complete and at no time should any bads greater than 5.Design assume"tnneee are to be used in.noncorrosive environment. TRANS ID: LINK dedgn loads be applied to any component. and are for"dry condition.'of use. S.Design assumes full bearing at all supports shown.Shim or wetlpe if S.CornpuTrua has no control over end assumes no responsibility for the fabrication.handling.shipment and bMalletion of component. ^°.°°°ryEXPIRES:`12/31.12015 8,This design is furnished subject to the limitations set forth by T.Destgnaawmeoaded an drainage Is o prodded, November 30,2015 TPIANFCA in SCSI,copies of which will be furnished uponS.Ire,plato inoi be located an both/aces of truss,end pieced w their center request, Anes coincide Mth joint center linea, MITek USA,Inc./CompuTrue Software 7.6,6(1L}E 9.Digits indicate sle.of pieta b Indus. 10.For basic connector plate design value°sea ESR-1311,ESR-1988(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS TRUSS SPAN RE'S 11.7" 1-2=( 0) 68 2-5=(0) 0 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 3-4=(-121) 352 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-322) 01 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 944V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 (DIP ( 625) 7'- 11.2" -293/ 987V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -91/ 61V 0/ OH 1.50" 0.10 (DIP ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. " VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 7 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Cat.2, Exp.B, MWFRS(Dir)/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. _ 5 o M-3x4 �y/� PP°Fe� l 1-00 y 8-00 l 3-11-11 ,Ca N tiNEk. ;17) per (PROVIDE FULL BEARING;Jts:2,5,3,4 I 444/ 89200PE. JOB NAME : 3413-D POLYGON NW - J64411111,,,005100,.. .• Scale: 0.3548 / WGENERAL NOTES, unless otherwise noted, D run V R Q4JI V y�' 11.4,/ 1.Builder design is -n an 1.Builder and erodbn contractor shouts be sdvissd of all General Notes I,building component.only pllicaabilit of design par meters and proper n individual 7! /J Truss: J6 jind204 wamma.b.bro constmctbn be tnatwes. responsibility F+ 2- 2.2a4 compression web bracing must be Installed where shown*. Design Incorporation of component la aro m chords of the buildingbredatdesigner. +�/w el e "" 3.Additional temporary bracing to Insure nbiley during construction 2.Desinn assumesat1V the top end bottom cssrbs to d t roughty braced at V W {], 2 on.and at,es,in rake as unless braced throughout their length by G the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaA(eC). DATE: 11/30/2015 the overall structure Is aro reeponsibllty of the building designer. 3.2.Impact bridging or lateral bracing required where shown a s No bad should be applied to any component until after all bracing and 4.Installation of coo Gthe responsibility of the respective contractor. SEQ.: K 15 613 2 5 4.fanners are compete and at no time should any bads greater than 5.Design assume.(mases ere to b.used In.noncorrosive endranment. design loads be applied to any component. and are ler.dry condbmn°of usa. TRANS ID: LINK 6.Dewgnassumes Mubearing atan upwnsano'.n.Shim erwedge u EXPIRES:12/31/2015 5.Computnro hes no control over end assumes no responsibility ler the lie fabrication,handling,shipment and inst.11etion of components. 7.Design ssumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set bah by 8.Plates Mall be bated on both faces of buss,and placed so their center TPNMCA In SCSI,copies of which wig be furnished upon request. Ines coincide with joint 9.Digits indicate lee.a plate int inches. Mirek USA,Inc.ICompuTrus Software 7.6.6(1L)-E t0.For basic connector plata design values see ESR.t3/1,ESR.1988(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x9 KDDF TRUSS SPAN 13'- 11.7" TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 INC 2012 MAX 1-2=) FORCES 2-6/)D) Cit=1.00 SPACED 29.0" O.C. 2-3=( 0) 68 2-6=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 4-5=(--89) 369 BC LATERAL SUPPORT <= 12.0C. DON. LOADING 3-4=(-150) 96 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5z( -49) 39 OVERHANGS: 12.0" p,p" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX TIOZ SIG REQUIRED SPG ES LL = 25 PSF Ground Snow (Pg) LOCATIONS' 0REACTIONS 1/ACTIONS 5I5E 0.71 (SPECIES)) 0'- 0.0" -30/ 944V -131/ 370H 5.50^ 0.71 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7 - 11.2" -300/ 1250 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11'- 11.2" -89/ 17V 0/ OH 1.50" 0.16 KDDF ( 625) 13'- 11.7" -39/ 700V 0/ OH 1.50" 0.11 UDE' ( 625) 5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 91 VERTICAL DEFLECTION LIMITS: LL- -0040, llowe180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 9.00 2 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind; 190 mph, h=29.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 41 ,b, load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. 0 0 Z t ITS O 1 M-3x4 6 '� y P Fl k y k \ 1-00 8-00 A 5-11-11 rJ� ,i ��N �E?f.0. 'PROVIDE FULL BEARING;Jts:2,6,3,9,5 I may, t* 89200PE <'' JOB NAME : 3413-D POLYGON NW - J7 Scale: 0.3133 ' ��^ _ WARNINGS. GENERAL NOTES, unless otherwise noted: �� ,Ct. Truss J7 1.Bidder endNin eredbn contractor should be advised of all General Notes 1.This design h based only upon the19. e'p., and N4mings beer.conatructlon commences TN).dg component.Appgcobll Penmelen Mown and Is for an IndNidual '7, OREGON 2 204 compression web bracing mug be matched when shown. Inco tty of design parameter.and proper 4. ,,�j_V R GV.JN v- 3.Additional tem 2.Design manes themm Is the responsibility to of the slybutibraced destgner. ' s'j� !}Y' temporary bracing to Inns.stability during constructiongtop and bottom chords to be laterally braced at /je DATE: 11/30/2015 Istheresponsibility ofthe ered.r,Addgmnalpermanent bradngor Z'ce.aMnidgi .roapecdveryuneghfr h, throughoultslrbnglhby � e r�' ii.. 3. the overall structure Is the responsibility ofthe building designer. continuous Maatmnr.uch as aplywooddng re utr et where Mown own a dryweq(BC). �j(''� SEQ.: K1561326 4.No load should be applied deny component until after all bred 4.In Impactbof truss arMorelpredibiry 01 he whpreatwwo t. /�R'L�' le•tenem are compete end at no time should an bads "h end 4.Dadgn sson of tests lsiee responsibilitytbeused of the respective cormcoetractor. TRANS I D: LINK design loads be applied to an y greeter then 5.end are assumes lessees ere a be In a non-corrosive environment, y component. and an for'dry condition'.of use, 5.CompuTrue hes no control over end assumes no responsibility for the B.Design assumes Apt bearing et all eupports Mown,Shim or wedge If fabrication,handling,shipment and Installation of components. ry' EXPIRES: O C r ^' y/ O� 8.This design b satiated subject to the gmttelfona eel fodh by 7.Design amines adequate driftage Is pros.,and EX R C "r2✓�. TPIM'FCA in SCSI,copes of which will be furnished u B.PeetMeq.alh(ohs on tern faces of tops,end peed loo their corder November 30,2015 lion request. lime coincide with)ohm center goes. MiTek USA,Inc./Com)»rTNs Software 7.6.6(1 L}E 9.Digits Indkate eke of pale in Inches. 70.For basic oonnedor plate design values see ESR-1311,ESR-LBBB(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC WR/DD F/Cq=1.00 TRUSS SPAN 15'- 11.7" INC 2012 MAX MEMBER FORCES 1EMB( 0) 68 4WR2-6/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-450) 966 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-454) 436 BC: 2x9 KDDF #isBTR 4-5=( -89) 70 LOADING BC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 9.2" -30/ 44W -151/ 42OH 5.50^ 0.27 KDDF 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 PIF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 '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 TC PANEL LL DEFL = 0.258" @ 4'- 5.8^ Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed= 0.950" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 1 M-3x5(S) o N ++ , O o 1 O p8�F�cr o M -3x4 yl-00 8-00 7-11-11C.,;• -11-11 /.� !PROVIDE FULL BEARING;Jts:2,6,3,4,5 I V :92, yr�-�v../t• �` JOB NAME : 3413-D POLYGON NW - J8 Sale: 0.2745 eau. 411110. //''y�AI��'� ,/"Cr " WARNINGS: GENERAL NOTES, unless otherwise noted: w OREGON vl Vf 1.Builder and median contractor Mould be advised old General Notes 1' incorporation component.orientApplkeIl(09 of damns parameters and ng r individual 74 + r 1. 2.6\ --I�4„ Truss• J8 and\Naming.)before construction commences, building ontlon of composed is the responsibility of the balding designer. Q 2.244 compression web bradrp must be Installed where shown v. 2.Dssign sesames Ms lop end bottom Mord.)to ba laterally braced al /(,.. 3.Additional temporary booing to him,.debility during construction 2 me.and at f O o.c.respectively unless braced throughout their length by r.Y/�.,.""' p t��V. la he responsibility of the erector.Additional pennaned bracing of continuous sheathing such as plywood sheathing(TC)end/or drywxA(BC). a Fl DATE: 11/30/2015 the overall structure lathe responsibility ofthe buAangdesigner. 3.21,up�lo�aw.gors Is hanlyon bilreof required rM',Mere edmown•. 4.No ked Mould be applied to any component until eller all bndng and S Design assumes trusses an to be used Ina noncorrosive environment, SEQ.: K1561327 eaenananeamgateendatnoum..nouldanvkad,greaterhan and are for"dry conssion"oluse. TRANS ID: LINK design uloads Tnioh appledteany component. S.Dergnaeearn full bearing at alsuppomehoerr Shim orwedge if EXPIRES:12/31/2015 S.CompuTrue hes no control over and assumes no responsibility for the ne November 30,2015 aseary. labdatlon,handhp,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. S.Thh design is Anis/led subject to the!kneeler's set forth by B.A ales hall vMhhold ted on bothenterlls.feces of truss,and placed so their ceder TPWvfCA m SCSI.copies of which MI be furnished upon request. g.Digits Indicate size of plata In Inches. MITek USA,Inc.lCompuTrus Software 7.6.6(1L)-E 10.For badeconnedor plate design value.see ESR-1311.ESR-lete(MITeh) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" TC: 2x4 KDDF #168TR BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 SPACED 29.0" O.C. 1-2=(-15) 36 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-27) 19 BC LATERAL SUPPORT <= 12"OC. LION. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE' OVERHANGS: 12.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX THORZION BRG REQUIRED BRG AREA 0.0 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -73/ 248V 0/ 24H 1.50" 0.40 KDDF ( 625) 0.- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 4.00 D 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 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 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed= 0.133" MAX BC PANEL LL DEFL= -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL =-0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, 3 -! End vertical(s) are exposed to wind, Truss designed for wind loads 26-1 in the plane of the truss only. /t I Lel o ilMill I ro o o 0 1B4 M-3x5 l 1-00 l 1-00 y �.y�tLt �d PR OF'PROVIDE FULL BEARING)Jts:2,3,4 ' ft..`'N^' ' .{� ' , ,5,/0 -17 89200PE r" JOB NAME: 3413-D POLYGON NW - EJ � / �"'' Scale: 1.1020 �� WAI7NIN0S: GENERAL NOTES, unties otherwise noted) '7 OREGON Truss: EJ 1 Buiderand aradio,contractor should be advised ofelGeneral Notes 1.This design is based only upon the // . and Warnings before condrudbn commence". building component Applicability of design perremestere and proper individual <Q 1 Y 14 °� 2 2.214 compression web bracing must be installed where shown., incorporation of component is the responsibility of the building designer. "M 3.Additional temporary bracing to Insure etebimy during construction 2 Design assumes the top and bottom charts to M leleralty braced at r DATE: 11/30/2015 Ic the roeponsibiHly mins erector.Additional permanent bracing of 70.4 and et f O otos respectively uoess braced throughout their length by w" .( ii 1 the overall structure is the responsibility of IM building designer, continuous sheathing such as plywood ohee6whereC)and/or orywaatec). 11 1.4+ SEQ.: K1561328 4.No bed should beappliedto any component until ageregbreG d 3.2rtmpedboagmgorhemibracingponsib tyofthewhpe shaww.. re teller.an complete end at no time should anybade nth en 5.DeiigInstallntasion of inn.n tM are to be u e of the nuortosi e e won TRANS I D: LINK design bade be applied to an pone greater man 5.Deign "dry times are b be used In,non-corrosive we enmronmem. yeom M. end are for"dry condition"of use. EXPIRES:12/31/2015 5.CompuTrw has w control over and assumes no roepomlbllty ler Me 8.Design assumes full bearing at ell supporta shown.Shim or wedge if fabrication,handling,shipment and installation of component.. necessary.peas November 30,2015 6.This design is furnished subject to the limitations tet lash by 7 Design assume.adequate drainage b prodded. TPWVI'CA In SCSI,wpbs of which will be furnished upon request. S lies coincide whhlolnt center line.Plates shell be located on both t dhow,end placed so their cellar Software 7.6.7(1 L}E 9.Digit.Indicate spa of pleb In Inches.USA,Inc./CompuTrus Soft 70.For basic connector plate design value.gee EBR-1311,ESR-I 988(Wok) This design prepared from computer input by PACIFIC LUMBER-BC WR/DDF/Cq=1.00 TRUSS SPAN 2'- 0.0" INC 2012 MAX MEMBER FORCES 1BER( 0) 68 9WR/DD2-4=01 0 4 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-60) 62 TC: 2x4 KDDF 160TR SPACED 24.0" O.C. BC: 2x9 KDDF 166TR TC LATERAL SUPPORT <= 12"OC. UON. LOADINGLL( 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" 0.98 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. l OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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 = 0.001" @ 1'- 0.1" Allowed = 0.059" 1-11-11 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" f f MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 9.00 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 0 N m 0 1 M-3x4 .jr )* l 1-00 2-00 �3�'�a r1 'PROVIDE FULL BEARING;Jts:2,4,3 I ( o (- °Fe. :9200PE r NAME: 3413-D POLYGON NW - SJ1 Scale: 0.6696 - r4010,," �•r► JOB ))�� WARNINGS: GENERAL NOTES, unless othenose noted SW OREGON ^./ I.Builder and erection construction beadvisedat al General Nates 1 This comlponent.only the of derameters shown and elpn parameters andlproper Individual r ✓ f� / ��I'�4 Truss: SJ1 end Warnings baron consiNc ron comma wet Incorporation of component is the reepsnsibOlty of the bulang designer. / �s 2.9t4 compression web bradng must be Installed where shown a, 2 Design eaeumea Ihs top antl bottom chorda to he literally baud si ys .. 3.Additional temporary bracing to insure stabggy during construction T on.and at 10'o.c.respecrNely unless braced throughout mea length by _ •.48. RIO- DATE: ] { L; ) la the responsibility of the erector.AddOlonal permanent bredng of continuous sheathing such as plywood sheathing(TC)end/or dryweNBC). +w Il L DATE: 11/30/2015 the overall siNdure is the responsibility of the building designer. 3.2s Impact bridging or lateral bredng required where shown. SEQ.: K1561329 4.Na road appliedshould beany component 4.Instalafon of Inose Is the responsibility of the respective contractor. ro. ntual.deralbrectnearia 5.Design assumes huseesare tobewdmarrs.aormaweenvironment, r.sierrere,re applied to at no time should any loads greeter than and are for"dry ennaOlon"of use. EXPIRES:12/31/2015 . � TRANS I D. LINK deelgn bads be applied to any component. 8.Design se.umea full bearing et al supports shown.Shim or wedge if 5.ComWTruslas nocontrol hipme rand assumes norespansldttyfor the necessary. November 30,2015 fabrlunon.handling,shipment end h.heat ion of components. 7.Design assumes adequate drainage is provided. O.This design b furnished subject to the limitations set forth by 8.Plates shag be Touted on both faces of truss,and placed so their center TPVWfCA M SCSI.copies of which wit be furnished upon request. Ones coincide with joint center lines. g.Digits Indicate size of plata in Inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plats design values see ESR-1311,ESR-1508(MITel) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC LU: 2x4 KDDF #1&BTR TRUSS SPAN 2'- 0,0" TC: 204 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-3=(0) 0 =1.00 SPACED 24.0" O.C. 1-2=(-90) 36 1-3=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"OC, UON. LOADING BEARING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF MAX VERT MAX HORZ SIG REQUIRED SPG AESA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONSo' .0 REACTIONS REACTIONS 5I5E 0 (SPECIES) TOTAL LOAD = 42.0 PSF 1'- 9.2" -13/ 24V -15/ 38HO5.50" 0.16 KDDF ( 625) 1'- 9.2" 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -35/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '( 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.123" 12 9.0017 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.184" 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), 2 -e load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti ti o ti I f 0 1'�/ 3'�' M-3x9 1 y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 90 PR 0F4, tyGIN� YS'2 19 JOB NAME : 3413-D POLYGON NW - SJ1X 89200PE Scale: 0.7393 //,,.�j/�" WARNINGS: GENERAL NOTES, uctes Truss: SJ1X I Builder and erection contractor should be advised of all General Notes •otherwise noted: '4� and Wammgs pomp consirucllon commends. 1.This design p nesed only upon the parameters ero Mown and Is for an Individual �� Oy-s �•, �` building orpo component.Anent NlityIs the ofdesignpity ofteroantlproper Yl 5 V' 2 24 compression temporary brodngmust be stability where shown e. Incorporation of component Is me rosponsibAh/althe building designer. � "4. 3.AdtlYlodl lemponry bracing to Insure ahblllly during construction Z Design assumes the top end bottom dards to be laterally braced at ✓ I\ter DATE: 11/30/2015 Is the responsibility o!the erector.Additional permanent bradng of continuo.c e and et 18 o.c nepectNety esd s bated through dl Ihelr bnglh by 4 e the overall structure is Me responsibility o/the buiding designer 20mpa sheathing en ater l b adng re aired Ware s and/or e erywag(BC). �. SEQ.: K1561330 4.No bed should be applied to any component until after ell brad and 4.4.Zstalltobof truss dging orliteralbrodngty of the whpreshown+a R L�' fasteners are complete and at no time should any bads greater than 5.Design assumes trussses ere the to Mdusedl a anrn.oasonslvee environment, TRANS ID: LINK design toed*be applied to any component. and are for"dry condition"el use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes MI bearing at ap supports shown,Shlm or xetlga If lebrkelbn,handling,shipment and Instelhibn of components. Deceawry. EXPIRES* � ��! 12/31/2015/ �� NmlMsd subject to the limitationslimitationsasl forth by 7.Design mamas adequate tlralnege Is gravis.. TPINYfCA in SCSI,copies of which MY be Mashed u 8.Plates shag be located on nom lads of imac,and placed so their center November 30,2015 S.This design is para request. lines colnctda with joint canter Mete Software 7.6.6(1L}E 9.Digits bdbete she o1 plate In Inches, MITER USA,Inc./CompuTrus SO 1o.For basic connector Wale design values see ESFM 311,ESR-1985(MOM) This FIC designLUMBER-BC prepared from computer input by PACI IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TRUSS SPAN 3'- 11.7" 1BER( 0) 68 4WR/DD) 0 LUMBERSPECIFICATIONSKDDLOAD DURATION INCREASE = 1.15 1-2=(-90) 63 TC: 2x4 KDDF #16BTR SPACED 24.0" O.C. BC: 2x4 KDDF #16BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING L( 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. 110N. LL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 62 5) 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 VERTICAL DEFLECTION LIMITS: LL=L/290, 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" 12 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" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" • MAX HORIZ. TL DEFL= -0.001" @ 3'- 10.9" ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), ko load duration factor=l.6, Truss designed for wind loads d,i in the plane of the truss only. 0 ml O ro11 111. I o 0 1 M-3x4 1 1-00 l 2-00 l 1-11-11 l JJ'��g-CC (} 'PROVIDE FULL BEARING;Jts:2,4,3 I s. \�9,�,J P R Vf V • 89200PE JOB NAME : 3413-D POLYGON NW - SJ2 Scale: 0.6592 "4411". 1;601" --1 Cr GENERAL NOTES,b unless a othervAse noted I. es.51= N �cr WARMNESS: 1.This design Is based only port the parameters shown and Is bran individual .197„1„ ,rd��_ t 1.Builder and erection co ntractor co be commences. advised deli General Notes building component.Apppeatlay of design parameters and proper L,.. -'� r7 wN��- Truss: S J2 and comp Warnings baron br a ng mu be I we.. incorporOcn of compunerd le the responsibility of the building designer. a G p,2x4 compression web brodng mus be Installed where shown+. 2.Design assumes the lop and bottom chords to be leterd ly braced at /�,e ctll 3.Additional temporary bracing m Insure stability during construction 2'o.o.and and'co.respectively anises bread throughout their length by a V/ j<j. ��: is the responabgMy of til erector.Additional permanent bracing of conthuoua swathing such as plywood sheathing(7C)and/or drywea(BC). +'i the overall eructate I. responsibility of the buadng designer. 3.Er taped bridging or Wteret bracing required where mown e n DATE: 11/30/2015 4.Installation of truss is the responsibility of the respective contractor. 4,No load s are complete and n at any comported u ny Nada g ersdng and S Design assumee trusses ereto be used In a noncorrosive envkunment, SEQ.: K1561331 fatenetarobeaplIIsaeno0parert anyroadagrealarm.n ceder.tor^dyoenddton^slats. EXPIRES:� �31�20� design loads be applied to any component. e.Design assumes hal baring at as supporta shown.shim or wedge If TRANS ID: LINK 5.CompuTushes nocontrelowrand assumes wrospom rte.ility oaths 5 neadsae November 30,2015 fabrication,he ulhp,shipment and Ineblhuon of components. 7.Design assumes adequate drainage is prodded. A This design is henlahed subject to the Smalltime set forth by 8.gilts shell elocated wkh joint n both enter faclines.e.of truss,and placed so their center TPVWICA In SCSI,copies of whkh wIA bs mmlsitad upon roquesi. 9.Digits indicate etre of plate In Inches. MRek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1I.For basic connector plate design values see EOR-1311,EOR.t 988(WIG) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x4 KDDF #16BTR TRUSS SPAN 11'- 6.5" ICOND2: Design . checked for net(-5 psf) uplift at 24 "on spacing. BC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (- SPACED 29.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall SON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOPvert cals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud Refer to CompuTrus gable end detatailil for for complete specifications, 12 4.00 '• 3 N O N oC L./ 2 M 1 ....- _ o M-3x4 -1 I 4 J• •1 1-00 y 11-06-08 �.9,,` ,D PROfi-r , JOB NAME : 3413—D POLYGON NW — P1 $9200PE `' Scale: 0.5806 ,- • WARNINGS: GENERAL NOTES, . Truss: P 1 Builder and erection conlredor Mount be advised of sip General Noted unless opolhwee noted: w� �J }�. and Winnings before construction commences. 1.This ing cogn la neat.only upon the parameters parameters Moen and Is or an Individual �, OREGON ".t„ budding component.AppAcaallty of design perimeters ant proper V R AA�� .�'. 2.7x4 compression web bndng milk be Installed where mown�, Inoorporetbn of component h the reeponsibAlry of the building designer, in 3.Additional temporary bracing to insure aabllAy during construction 2 Design ed et t'the lop en bosom chorda to beroughlaterally braced ai <0 ! "� DATE: 11/30/2015 lathe responsibility of the erector.Additional permanent bracing of 7 ssc.tir and et 10 iris respectively need s breed throughout their bngth by a ltia,,. the overall structure is the responsibility of the building deeignet continuous sheathing such es plywood sheathing(TC)and/or°rywall(BC). `- SEQ.: K1561332 4.Ne bad Mudd be applied to apcompownluntAagersigfond and 3.2tImpactbridgingorlaterabredngrequhedwhereMown Y/ r7�'�{ fastener.are complete and at no tins should anyloads °h 4.DesignInstallaa:Strum Is the eraresto b l ileaiNty of the respective contractor.environment, Fi Y TRANS I D: LINK design fasteners are c d b any greater than 5.Design assume.trusses are b be used In a non-corrosive environment, ppil y component, end we for"dry condnlon•of we. 5.CompuTrus has no control over end assumes no nepenelbilty form. S.Design assumes hit bearing at ell supports Mown.Shim or wedge If fabrication,handling,shipment and maalhtlon of components. Design as EXPIRES: �{]r—r. ^'ry�/ O�^ e.This design is furnished subject to Me limitations set forth by T.Design assumes atequate both lendrainage Is provided. Cit r RES 2�3 5 TPUWTCA m SCSI,copies of whbh MN be furnished upon request. a Ines coinPlates cide with;int°cem rr li`ne;°°`t'"°•a^°"'°°°°°°tnelr Amer November 30,2015 MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 0 Diggs indicate she of plate In Inches. 10.For beak connector plate design value•tee ESR•1311,ESR•1 gsa(MITek) This FIC designLUMBER-BC prepared from computer input by PACI WR/DD F/Cq=1.00 TRUSS SPAN 3'- 11.7" INC 2012 MAX MEMBER FORCES 1-2=(-85) S9 4400/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF #10BTR SPACED 24.0" O.C. BC: 2X4 KDDF #16BTR MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOADING BEARING 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 NSF 0'- 0.0" -27/ 130V -32/ 830 5.50" 0.21 KDDF ( 625) DL ON BOTTOM CHORD = 10.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 11.7" -64/ 99V 0/ ON 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "sec spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" 9.00177 MAX HORI Z. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 2/11 -/ Design conforms to main windforce-resisting I' system and components and cladding criteria. rfr Wind: 190 mph, k-20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dix), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 I 0 i 1 111011 3 0 M-3x4 l l l 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 I Ep PR p 89200PE r• JOB NAME : 3413-D POLYGON NW - SJ2X Scale: 0.6561 ..'401111 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON tai/ 1.Balder ten erection contractor mould be advised of 51 General Notes 1. This building cocomesign ls based onty upon the parameters shown and ponsnt.Applkabilly of design parameters and IsfortooNWual �L. �y9 Y Nu- A Truss: SJ2X en Warnings belle consi action commences. Incorporation of component lathe respensiblity of the building designer. a �y 2.Se4 compression web bracing maid be Insblbd where shown v. 2.Design assumes int by en bottom a&b 10 les leteraly lensed al A yy��, y-3 3.Additional temporary bracing to insure stability during construction littl- 7 e.e.and et 10'o.c.respedmek uoeee brecsd throughout thek length by ` ('B 1 t v Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheething(TC)andlor drywal(BC). fi Y V the several structure Is me responsibility of the building designer. 3.2a Impact ledging or Mend bradng required where sown•v DATE: 1 15 613 35 m component .Insielation of tense is the respenldlty of the respective contractor. faMeSEQ.: K 15 613 3 3 4.No lead Mould m Implied to t any after Claeracinh end 5.Design assumes trusses ere to be used in non-cormelvs environment. deed to aro complete and et noiknssheuMlanykedsprosierthan and are for"dry condition'of use. EXPIRES:12/31/2015 TRANS D. LINK design bads be applied to any component. 8.Design assumes fug bearing at el supports sown.Shim or wedge if fi.ComWT^+ehsemcontrol over anaseumsarmroeponsiblleybrthe Md flea November 30,2015 fab.anon.handling.eNpment and Installation of components. 7.Design axumes adequate drainage h provided. 3.This design Is furnished subNct to the limitations set forth by 8.InescoincideOat be Malted Joint on botter hne.s of trues,end placed so their center TPUWTCA N SCSI,copies of witch wit be furnished upon request. 9.DIgee Indkate she of pleb In Indies. MITek USA,Inn.ICompuTrUe Software 7.6.6(1L)-E 1o.For basic connector plate design vetuee Me ESR-1311.ESR-1988(MITek) This design prepared from computer input by LUMBER Pacific Lumber and Truss-BC TC: 2x9 ECIF SPECIFICATIONSATIOR TRUSS SPAN 11'- 6.5" BC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 I-2 2012 MAX MEMBER FORCES2 ) 96-3=) 062 WEBS: 2x4 ROOF STAND SPACED 24.0" O.C, 2-3=( 0) 36 6-7=(-229) 678 3-7=( 0) 262 2-4=(--98) 147 6-7=(-229) 672 3-7=(-739) 202 TCLOADING 3_4=( -98) 90 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0 +DL( 7.0) ON TOP CHORD 4-5=( -7) 3 LATERAL SUPPORT <= 12"OC, UON. 7-4=(-144) 115 DL ON BOTTOM CHORD = 10.0 PDF OVERHANGS: 12,0.. 0 0" TOTAL LOAD 92.0 PSF BCATIOG MAX VTIOT MAX TIO2 BRG REQUIRED SPG(SPECIES)ES LL = 25 PSF Ground Snow (Pg) L0'-TIONS /ACTIONS 7REACTIONS SIZE 0.98 101'- 6.5"- -77/ 610V -97/ 136H 5.50" 0.98 KDDF625) * For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -57/ 484V REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0/ OH 5.50" 0.77 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 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 = -0.039" @ 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 '( f 12 f T Design conforms to main windforce-resisting 4.00 D system and components and cladding criteria. M-1.5x3 9 5 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) axe exposed to wind, Truss designed for wind loads • in the plane of the truss only. M-3x4 N e � 0 c 1 I IIIIIIIIIIIIIIhh._ 1.1Am A I O M-3x4 M-165x3 I M-3x4 Jr 6-02-02 Jr Jr y y 5-04-06 1-00 11-06-08 Jr �� p PROF.. tysl N4- of 44 JOB NAME : 3413-D POLYGON NW - P2 89200PE � ,rte; ' WARNINGS: Scale: 0.9181 Truss: P2 WARNINGS: and erection contractor should be silte=d of ala General Notes GENERAL NOTES, uNess otherwise noted 0 • and Warnings before construction commence.. 1.Thla design h based only upon the parameters shown and N for an Individual # �" buildingcomponent.corn Anent is thlilye responsof designibility pity of the proper "�7l } �.EG�.Q )v-, 2 Add254 itional temporaryession Web brcing must be Installed where shown v. Inarporctlon of component is the neponstbNity of the Du Imng designer. !r !f r•♦ moi/ 3.AddRoal bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced e1 / tA. DATE: 11/30/2015 Is Me responsibility of the erector.Addmonalpermanentbracingof 7o.c.antlatIPocrsaSha.ayu .bracedThroughoutihalrbrig.by �� '(L�a, �' 4 the overall structure Is the responsibility of the building designer, continuous sheathing such lb plywood aired there ownand/ors tlryweA(BC). { SEQ.: K1561334 4.Na load should be applied to any component untilalleraAbredn 3.Installation n lopedbridgingorhterelporingryofthetrim.shet* RR ILA, fasteners are complete and at no time should anyloads thanand 5.Dalogn asu atIsthe re to ueofthencontractorndr TRANS I D: LINK design bade be applied to any am greater 5.Design aoemnyeoneiosana be used m.non-corrosive environment, 5.CompuTrue hes no control over a passummes no responsibility for the and are for"dry condition"of use. .pons NY 6.Design assume.full bearing at all supports shot..Shim or wedge I1 5 fabrioatbn,hendlmg,shipment end installation of component.. Oalgn anecessary. •�r� �].4 r7(�y 6.Thb design le hxnlehed suWad to Ms IlmItatbna set tnh by 7.Detgn assumes adequate drainage h provided. EXPIRES: 1 GI J 1I LV 1 TPI/WTCA In SCSI,copies of which olE be furnished upon request, fl Plates:nd be bated on terl faces of true,and placed so their center November 30,2015 9.Nage aldicat we Joint fpate inrnob. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 0 ForDigitsb Inmanecor plate.Inign values f 0. basic connector plate design values sea ESR-7317,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TRUSS SPAN 8'- 8.5" IBC=( 0) 36 2-6=(-261) 383 WR/DDF418) 244 LUMBER: SPECIFICATIONS1-2=(-440) 209 3-6=(-418(6) 98 LOAD DURATION INCREASE 1.15 TC: 2x9 KDDF $16BTR SPACED 24.0" O.C. 3-9=( -75) 72 BC: 2x4 KDDF STAND 4-5=( 0) 0 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 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) LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 0.0" 8'- 0.0" -70/ 495V -35/ 10 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 1OPSF 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" 3-10-06 0-03-12 4-06-06 T 1' '1 MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" I MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 12 4.00 17 M-1.5x3 Design conforms to main windforce-resisting tn 5 -/ system and components and cladding criteria. = Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10(Dir), 0 (All Heights), Enclosed, Cat.2, Exp.B, load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5X3 in the plane of the truss only. N 3 N rr II m o OO M1 o J� z►� M-3x9 o M-3x9 l y 8-03 0-05-08 y 1-00 y 8-oa-o3 �GpNEE. t 2 :9200P ;;; -- POLYGON NW - P 3 Scale: 0.5204 IIjA'4111111� JOB NAME . 3413-D OREGON 4/ 44. GENERAL NOTES, unless otherwise noted r_ '�y/}r_ WARNINGS: ft,. '40 if Nb` v n.`�A� �� 1.Builder end eredkn contractor should be advised dal General Notes 1.This design b bawd only upon the perimeters shown and h bran Individual (' building component.component Applicability or design parameters and proper Truss: P 3 and compreWafflings Wn Nedng mu commences ncoryorotbn of componanl i°me rospondbMly of the building designer. ].2r4 eomprossbn web bredrp must be installed where shovm*. z.Design assumes ms top end bottom chorda to be laterally braced°t 1 4 I�� 3.Additional temporary bracing to insure stability during construction 7 o c.end at 10 0.0.respectively unless braced throughout their length by RIR lame rosponWbeNy of the erector.Additional permanent bracing of continuous sheatNng such as Plywood.Mething(TC)and/or drywal9BC). the overall denature la the responsibility of thebalding designer. 3.If Impact bridging or lateral bracing required where shown a o DATE: 11/30/2015 4 No load should be applied to any component untl after al bracing and 4.Installation of truss is the responetlty of the respective contractor. K 15 613 3 5 fasteners complete end at no time any loads greater men 5.Dade"assumes Mosses aro to he ee.d in°ns Ca roe"°°"virenttt0 SRA.: and erelin for"dry condition"of me. EXPIRES.12/31/2015 design keds be applied to any component. 6.Design assumes full bearing at al supports shown.Shim or wedge it TRANS ID: LINK 5.CnmpuTrushas nocontrol over and assumes noresponsibility for the neco.wry. November 30,2015 fabrication.handling,shipment end installation of components. 7.Design assumes edequabdrainagednage Is prodded. S.This design Is furnished subject to the Imitations sit forth by 8.pates shall be located on both facet of busk and placed w their center TIM/YWCA in BCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits Indicate size of plate m Inches. MiTek USA,Inc./CompuTfua Software 7.6.7(1L)-E 10.For basic connector plate design value°we EBR-1311.ESR-1855(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss—BC TC: 2x9 KDDF #16BTR TRUSS SPAN 8'— 8.5" BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 OND. 2: Design checked for net(-5 psf)29.0" O.C. ) uplift at 24 spacing. TC LATERAL SUPPORT <= 12"OC. UON. Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC• DON. LOADING system and components and cladding criteria. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PDF DL ON BOTTOM CHORD= 10.0 PSF wind: 140 mph, hts(, Et, TCDL=4.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 42.0 PSF (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Gable end truss on continuous bearing vwerticals. UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. f1-1x2 or equal typical at stud ail Pols. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 N N M 2 0 1 _ _ M-3x9 4 1-00 8-08-08 PRpfi . 16, ��\ e3 ,t4GIN r x,/0 JOB NAME : 3413—D POLYGON NW — P4 ` $ Ot?�1��'E '<"" WARNINGS: Scale; 0.6329 �,,,(' / 777 Truss: p 4 1.Balder and erection coMndo should s advised o!all General Notes GENERAL NOTES, unless otherwise nosed aM Milder a nge baron constructlshcommenceis 1.This design a based one upon the parameters atlown and Is for an IMlvldual p 4 2.D14 cobolding component.ApplkeblRy of design parameters and proper "'174 �nG/"tR l "" compression web bowing must be huddled where shown• Incorporation of component b the v 14/l V j� 3.Additional temporary bowing to hewn stability during construction 2.Design assumes me to UN... en.of the bufltllnh designer. A a' �/ DATE: 11/30/2015 Is the responsibility of the ender,Additional permanent bredng o! P and bottom dehchords to M Ntarany braced at y/h .��,, p\ ^4 7 o c and at g o.c.roepedwed unless braced throughout their length by S E 4. K 15 613 3 6 the overall structure la the reeponsibNlN a/the bustling designer continuous sheathing such as*wood sheathing(TC)C 4.No bad should be applied to anycomponent 3.ln Impact bridging or lateral bradngg(e)and/or drywag(BC).o ponent untl eller al bradng and 4.installation of truss Is the responsibility ed In s where Moven r♦ �+'�� R. �� TRANS I D: LINK designegenen are complete and at no time should any loads greater than 5.Design assumes trusses are beesed in.n respective e nrvirooment bads be applied to any component. and are for"dry condition'of use, 5.CompuTrus hes no control ever and assumes no responsibility for the 6.Design ateumes 541 beanng at al suppose Mown.Shim or wrtlge II 15 fabrication,handling.shipment rand andaselN9onof components Deceewry, �( p i2q/�3v�.l 20n 9.This design N furnished eub)ed to the limitations sal forth by 2.Design assumes adequate drainage Is provided. EX PI ll ES:1 f/a.7 1/L4.1 TPIANICA In BCSI,copes of which MN be furnished upon request. 8.PMNs lndg ba bated on beth faces of hues,end placed so their center November 30,2015 MITek USA,Inc./CompuTrus Software 7.6.7(gL}E Digit wedicat withjointofpaeMn inches.IL Digits icicon eheoplte in IgcMa. 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC WR/DD F/Cq=1.00 TRUSS SPAN 5'- 11.7" INC 2012 MAX MEMBER FORCES EMBE( 0) 68 4WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-130) 92 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. BC: 2x9 KDDF #1bBTR LOADING BEARING MAX VERT MAX HORZ BEG REQUIRED BRG ARE A TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)NON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF5V 0'- 0.0" -55/ 15 -50/ 16OH 5.50" 0.50 KDDF ( 625) TOTAL LOAD = 42.0 NSF 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL uplift at 24 "oc spacing. REQUIREMENTS OF DEC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) P L/290, TL=L/1BO BOTTOM CHORD CHECKED FOR DSP SC LIVE LOAD. TOP MAX IL DEFL C ION L @ -1'- L0.0"/24 Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 3 -1 MAX HORIZ. LL DEFL= -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL= -0.001" @ 5'- 10.9" 12 � 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDLExp , ASCE EF7-(0, (All Heights), Enclosed, Cat load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. O OI 0 �-o -1 c I 0 1 M-3x4 3-11-11 ��p PRope�S 1-0o z-oo /� lie 'PROVIDE FULL BEARING;Jts:2,4,3 ' f,A'< +� INE / �✓/44.1 .1�s�. :9200PE c''' JOB NAME : 3413-D POLYGON NW - SJ3 Scale: 0.5395 GENERAL NOTES, untie otherwise noted Iii , ,OREGON,��. ,�w`t 1.Builder and erection ceMredor should a nnee. of ail General Notes 1 WWettii design sp component.Applicwd only ability of dedrn Pereon the parameters mete wn sed h Wr an nd proper Individual � .may f � Truss: SJ3 ant Wemres befo a br abudbn commence. Incorporation of component is Aro reaponsibAlry of the building deWiner. `y 2,2a4 compression web biasing nasi be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally breed at � RA- DATE: �� y 3.Additional lempanry bracing to Insure stability durhg anahudion 2'sc.and al 1ta e.e.respedNsly u d M ss braced dthrou valor dMvamhout their rI(B by Is Me responsibility of the erector.AddAbnel permanent bradng of centhuow eheaMing such as*Rood the overall siruoture lame responsibility of the Webb designer. 3.2x Impact bridging or Mtaral bred required where shown+a DATE. 11/30/2015 33any pone .Inatelation of true lame responsibility of me respedNe contractor. 4.No ent s a,.c m leWMn to a component anti after Siell eredrth and 5.Design sesame trusses are to be used Ina non-oorn&ve envlromm�t. SEQ.: K1561337 fa51 in rarwmpbtaandetnonAneamuldenybedegeeterms" andarebr"dryandtbn^otwe. EXPIRES:12/31/2015 aeeIgn bade be applied to any component. B.Deggn:sums"kw besrhg at ep wppods siwwn.shim or wedge II TRANS ID: LINK 5.Compuion,•hnlroaMipment andaaaumea wrespposibilAy o ha neces7.DeRgn ssumes ary. November 30,2015 labdcatsig I Neig.shipment a the WtaBn ofea forth kY 8.Plates Ad be toateduonebothfacesl of truss,and placed so their center 8.This IIA In CSI,ca eub)ed to R.I beee6om el upon by qua Anes alndde with X060 anter lines. TPVMRCA BOSI,wpbs of which vAA Nmlehetl u request. N.Diggs Indicate ale of plate In Inches. MRek USA,Inc.ICompuTrus Software 7.6.6)1L)-E IN.For basic connector plate design values we ESR.1311,ESR-1938(MITek) Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 Center plate on joint unless x,y I� Y (Drawings not to scale) offsets are indicated. Damage or Personal Injury WMDimensions are in ft-in-sixteenths. iii:b4„ Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS O'1/16" EiilEil2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,Individual lateral braces themselves p may require bracing,or alternative Tor I _ O p bracing should be considered. F , O �� 3. Never exceed the design loading shown and never (c,;,) stack materials on inadequately braced trusses. For 4 x 2 orientation,locate 7.8 c6-7 cs-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *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 expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing Indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,If no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 'ININNEr reaction section indicates joint 11=1111 mil MI number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. �� 11'ft 18.Use of green or treated lumber may pose unacceptable �- environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI(: 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. m iTeke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013