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Plans (391) Si ve - c)uL -L .•=1 tUSOt1Siv ` c k_V- \sL. \;t TeIC 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. NEFe- O `� 87022PE r- u) "CT OREGON 45) 4./ti c()Ii OS A. HEi't , EX' 1:06/30/ l November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399 UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 ID:zs2ygYHMYttI_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgiuyrtlgl HMTHTkIJyEigd 010L(1.1 1'1-10.141 1 1-0.0 1 1 1-2-0 11 1-0-2 1 1 1-0-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 '1Nn\V '\VN. 1J/' • �N /�N ./�\,o,i 0 1 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 II 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 1 1-1-0 1 18-6-8 1 21-4-0 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-81,[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=-1540/0,11-12=-1540/0,12-13=-1259/0, 13-14=-742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=-1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=-31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=-728/0,15-25=0/567,13-25=-725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. �E❑ P R OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement `3 0N FG(NE 6.. at the bearings.Building designer must provide for uplift reactions indicated. CR 172 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 44 be attached to walls at their outer ends or restrained by other means. $ $70 2 P E �1' 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). . �CI\ rN /V -y. A), OREG N (yam LOAD CASE(S) Standard 1I $'44 11 \O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 On BER __``P Uniform Loads(plf) s A. HE�` Vert:22-35=-8,1-21=-80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Mu l., Design valid for use only with MiTek®O connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overallmMiTek design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYFi TT ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7911 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996178 PL15-399_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov27 10:56:23 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0.0 1 1 1-1-10 I I 1-2-0 I r '1 I 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 354= 3x4= 3x4= 354= 3x4= 3x4= 454= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • / N.o o e e 17.4 30 29 28 27 26 25 24 23 22 21 g' 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 456 = 354 = 14-2-2 I 13-0-2 13-7-21I I 19-114 13-0-2 0-7-0(1-7-0 5-9-2 Plate Offsets(X,Y)- 114:0-1-8,Edge1,124:0-1-8,Edget LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=4122/0,12-13=-3586/0, 13-14=-3586/0,14-15=-3053/0,15-16=-3053/0,16-17=-1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. o Rp�F < Q'ES 5 NCiNEfiS��� ,9 � �� 87022PE f r- y �'0j, OREG N cf)O44 90 �M$ER -\1 N- OS A. He?, EXPIRES:06/30/2017 November 30,2015 i 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualfly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:25 2015 Page 1 t ID:zs2ygYHMYRI_Z1 p9y12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtR8Td5zquxY)2RW7KpyEzga 1 1-10-8 I 41 1 1-0-0 I 1 1-7-0 I I 1-0.2 1 1 1-3-12 1 1-1-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e e - o c o e ® o % m e e o o e - e RA 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4= 3x5= 14-0-14 1 2-1-8 I 12-10-14 1..5-14 1 19-7-0 1 22-4-12 1 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[13:0-1-8,Edgel,135:Edge,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 025 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=-1563/0,11-12=-1563/0,12-13=-1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=-1637/0,33-34=-1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��RvD P R OFEss 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �rN �Gi N��q QO s 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to -9 be attached to walls at their outer ends or restrained by other means. 870 2 P E c 6)CAUTION,Do not erect truss backwards. ir y(n N SAT OREGON (1) ,41.,'Fo c°,yoER '� OS A- H�0.yP EXPIRES:06/30/2017 November 30,2015 t __ 9 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not �» a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cstteria,DSB-89 and SCSI Building Component Suite 109 Safety Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page� 1 ID:zs2ygYHMYItI_Z1 p9y1211 yAg77-n07W08aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 111111121 Scale=1:37.1 3x4= 1.5x3 I I 4x6 = 3x4 II 3x10= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 N o o- e° 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10= 3x6= 1.5x3 I I 3x4= 3x6= 3x4= I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— (8:0-1-8,Edge],117:0-1-8,Edge],(23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (lb)-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. c;: t\G NEF'4 we 2 -c 87022P� pr' iCV 7 �A), OR GON ,-P,kr EXPIRES:06/30/2017 November 30,2015 a t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with MTk€econnectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and huts systems,see ANSI/TPII Qualify Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Oty Ply POLYGON R45996181 PL15-399_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:27 2015 Page 1 ID:zs2ygYHMYttI_Z1p9y12t1yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY 1 1-0-0 1 011hr p-7-71/ 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 • _ e_ a e_ - o a � '\ / N � � . Z ' \� � � � / � \ o_ / N.2 I2- 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 1t-11-111 1 214-0 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge],(27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=4554/0,14-15=4554/0,15-16=-3935/0,16-17=-3935/0,17-18=-3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=-20/270,17-25=-1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be .D.., PROP&, attached to walls at their outer ends or restrained by other means. �'� NGI NEER w-, T 87022PE vt" N -y SAT OREGO cio 4v�' 9O �M13ER 1\ �0 OSA. HO; EXPIRES:06/30/2017 November 30,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE. Mill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �B building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Giros HeiOhts,CA 95810 i Job Truss Truss Type Oty Ply POLYGON l R45996182 PL15-399_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:29 2015 Page 1 . .�dID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n1 HI8ciLmglUJz2ULTayEzgW 1 1-10-8 1 I 1 1 1-0-0 1 1 1-2-0 I I 1-0-2 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 9 •0 _ a , � . awe � e I _ ; I - 0•2/ \- / N 9/ N / N / - \• / \V ' . 5, e ii 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4 = 3x5 = 14-0-14 1 2-1-8 I 12-10-14 1_5-11 1 19-7-0 I 22-7-8 I 2-1-8 10-9-0 7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[13:0-1-8,Edge),[35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=-258/0,6-7=-1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11=-1570/0,11-12=-1570/0,12-13=-1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=-1641/0,33-34=-1683/0,32-33=-303/0,31-32=01703,30-31=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. ,i,5[} P R QFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �'�� C- N' On 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 ,\ �N FR O be attached to walls at their outer ends or restrained by other means. 9 5)CAUTION,Do not erect truss backwards. 870 2PE 7��'oJ, OREGO /r Q44/� 'AO' ',1,/ .0�� �& A. HE EXPIRES:06130/2017 November 30,2015 4 1 iiii. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Cdfert°.DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996183 PL15-399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 �f �f1f1 ID:zs2ygYHMYI�tl_�Z1 p9y12t1 yAgg???-8_wPRrehVISDpZzOAj8F6iNRgWxGlmtbQMzSYSyEzgU r"-MT'-h-1 11-2-0 1 r 10-9-0 1°-94311°-9-0 10.9-0IIa9-°PM I Scale=1:34.3 3x4= 4x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 OA -rt.. a e a IR 'i 39 38 37 36 35 34 33 32 31 30 29 28 27 3x4 = 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4 = 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 19-1410. I 20-2-0 I 13-2-14 7-0 7-0 5-9-2 Plate Offsets(X,Y)-- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0,50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=-3881/0,10-11=-4177/0,11-12=4177/0,12-13=4200/0, 13-14=4200/0,14-15=-3978/0,15-16=-3978/0,16-17=-3978/0,17-18=-3617/0, 18-19=-3075/0,19-20=-3075/0,20-21=-2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=-1112/0,2-39=0/1003,4-39=-897/0,4-38=0(796, 6-38=-690/0,6-37=0/590,8-37=483/0,8-35=0/383,10-35=-277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=-317/0,17-32=0/880,18-29=-1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ,R,,O) PR Ope 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. ��(' G[NE ss� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �\ !GN FR Q2 be attached to walls at their outer ends or restrained by other means. '44' -9 4 87022PE (r) ,cv 7 �A>, OREG•N citQ<U, 9O F41 -..1 ' On A- HECk EXPIRES:06/30/2017 November 30,2015 1 i., ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual Muss web and/or chord members only.Additional temporary and permanent bracing MiTek ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Inlormaiton available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:32 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??c4UneBfJG3a4R)YbkRfUfwwfswMSl6Htfoi?4vyEzgl 1 1-10-8 1 0-14 144 1 1-0-0 1 1 1-2-0 1 1 1-0.2 1 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e o_ e_ - e_ a_ -.e e_ % e_ if\ / -N /N./ \V 'N- ry ,- (:::: "--- - 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 1p-5-14 1 19-7-0 I 22-4-11 1 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 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=0/953,34=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=-1485/0,10-11=-1563/0,11-12=-1563/0,12-13=-1268/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=-1637/0,33-34=-1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,433=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=-1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. __`,0 PRQFen 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 ' GINL R .0 be attached to walls at their outer ends or restrained by other means. N F O, 4)CAUTION,Do not erect truss backwards. -Yr.- 5 y `� 87022PE r 7CEGO tiN<crr �Or,AMBER .\\ O s A. HE ‘-‘P EXPIRES:06130/2017 November 30,2015 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicabilly of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1Pl1 QoalIy Crieria,DSB-89 and SCSI BuBding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s J01 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-YZcY3thaoggogl izsshykL?ykjzsV6H26KB69nyEzgR -1 f0-6-4 H 1-2-0 1 10-9-0 10-9-0 110-9-0 10-9-0 0-9-0 10-9-0 j Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 ///`2 a```3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 1-2 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5= 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1 -0-121 1 20-4-13 1 13-5-12 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),(18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-44,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=-3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=-4267/0,11-12=-4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=-4116/0,15-16=-4116/0,16-17=-4116/0,17-18=-3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=-910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=-291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=-713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���� PR OFF. 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 4c 87022PE ENGINEER d/o29� be attached to walls at their outer ends or restrained by other means. \� 87022PE / yN ,� N SAT OREGON ti QCU 9O FMQER 11 �S A. HE‘" .c4.P EXPIRES:06/30/2017 November 30,2015 1 _ 1 ma mit ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the Greenback Lane. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualtty Cdleria,DSB-89 and SCSI Building Component 7777109 Safely Inlormalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeiOhts.CA 95610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6 4'8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. 11.4646. 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. �/ �� 2. Truss bracing must be designed by an engineer.For T 6 4 wide truss spacing,individual lateral braces themselves M.12112p may require bracing,or alternative Tor I U _ O 111110111 p bracing should be considered. lieRmior 3. Never exceed the design loading shown and never O Ai 3 stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e ce-� cs-b designer,erection supervisor,property owner and plates 0 'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that (Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■M O reaction section indicates jointMIII II II= i ©2012 MiTek�All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Nit Min size shown is for crushing only. �. 1.71%-,1118.Use of green or treated lumber may pose unacceptable P- environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTe20.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:Mil-7473 rev.10/03/2015 ....... wit MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RSD P R OFC-s,,' 44/ 89782PE Fes`. '7 OREGON 'er`o" /2016 __.. November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&RTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #16BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 99 WEBS: 2x9 HOOF STAND LOADING 3- 4=(-2065) 558 6- 9=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 90.0)- 90.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -98/ 98H 5.50" 1.99 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.99 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "on spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 19'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads l' 3208 4320# f in the plane of the truss only. 12 12 6.0017' M-4x6 M-6x6 a 6.00 2 41411114 M 0 p r, O I l 5 6 q I M-3x5 M-3x4 M-1.5x3 M-3x5 o 1 l b l 5-08-08 3-10-12 5-06-12 1 15-02 1 ��<��NG N E.;,5, /,'b 4 89782PE <` JOB NAME : 3413-B POLYGON NW - Al • Scale: 0.4009 ' f WARNINGS: GENERAL NOTES, anises otherwise noted: V �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Mown and is for an individual T? .OREGON „'. �. Truss: Al and Warnings before construclmn commences. building component.Applicability of design parameters and proper •Y// V -h 2.SO1 compression web bredng must be Installed where shown*. Incorporation or component Is me responsibility of the building designer. V 4 E.y y;.:A6 S�'� 3.Additional temporary bracing to meure stability during construction 2.Design assumes the top end bosom acechoH b be roughsateralty braced at -r al Y _{ b the responsibilityf the erector.Additional permanent bracingof T o c aitd at ee o.e.reapectmely unless braced throughout their length by o continuous sheathing such as plywood Meathing(TC)aM/or drywel(BC) l-A.1 I l L. ' DATE: 11/30/2015 the overall structure is the responsibility of the budding designer. 3.2s Impact bridging or lateral bracing required where Mown++ V SEQ.: K 15 6 117 4 4.No mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Wieners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied m any component. end are for condition"ri m use. 5.CompuTrue hes no control over and eesumes no responsibility Mr the 8 nOeasm esign smarms full hearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016. ry. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. N OV8f1'1 V P. 30,2015 8.This design is furnished subtest to the limitations set forth by 8.Plates shall be Mated an both feces of truss,and placed so their center TPW✓rCA in SCSI,copies of which colt be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sin of pate In Inches. MiTek USA,Inc./CompUTtuS Software 7.6.6(1L)-E 10.For basic connector piste design values see ESR-1311,EOR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) *• For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" • MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7_07 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), T 1' I load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 I IM-4x4 Q 6.00 in the plane of the truss only. 4.0" 1.1 40000000000000000011111001111111:111111111111111111111111 rn -,�c' o t rte_ © �� -�'" oI 1" 4 '+ 3 I FO M-3x4 M-1.5x3 M-3x4 0 J, y y 7-07 7-07 1'y y 15-02 y .eJ�G��k. si 4t 89782PE r' JOB NAME : 3413-B POLYGON NW - A2 r4'� Scale: 0.4009 WARNINGS: GENERAL NOTES, unless otherwise noted L.'yr (��] /'y 1�� 4) 1.Builder and erection cantrador should be advised of al General Notes 1.This design is based only upon the parameters shown and h for an individual ,7 OREGON„(rte.,,Zr Truss: A2 and Namings before construction commences. building component.Applicability of design parameters and proper W 2.2s4 compression web bradng must be Installed where shown+. Incerporetion of component is the responsibility of the buil014 ingbra designer. 11,45), �4[j A{� /.;¢. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced ata 1. {�r Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 ex.reapectioely unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). Pq 1'� V 1 1* DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 6117 5 4.No load should be applied to any component until after all bracing and 4.Installation of assumes truss lathe hs are responsibility ft aero sn-oo ttoa contractor. 4.Design fasteners are complete and at no time should any loads greater than TRANS ID: LINK design leads be applied to any component. 8 so are for"dry fadbarinf ut alw da shown.Shim or we u S.CompuTruahas nocontrol over and assume.noresponsibiliyfor the Design assumes B+ �• �• EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates Nal be located on both faces of truss,end placed so their center TPIAMCA in SCSI,copies of which w/1 be furnished upon request. lines coincide with joint center Ilnes. 9.Digits indicate she of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,558-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1391 5-2=) -216) 1310 BC: 2x6 KDDF #16BTR SPACED 29.0" S.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x9 KDDF STAND 3-9=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -196/ 818V -57/ 1496 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 17015 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.359" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.091" @ 4'- 0.0" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 1' 1' '1 '1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-1.5x3 y -✓ Wind: 140 mph, h=21.2ft, TCD1,=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 0 ir c 0 ....dllgm 1111 o ® N al , 1�� 5 6 I o M-3x4 M-3x8 M-4x8 y y +1210# +6378 ,. 4-00 4-00 y 8-00 y ��R D PROFer, N �NGI N E�r"9' iz` 8*782PE 9r JOB NAME : 3413-B POLYGON NW - AGIRD Scale: 0.9610 - a• -44.WARNINGS: GENERAL NOTES, unless otherwise noted. '� GI OREGONT.4) re f 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual N. Truss: AGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper �!'f 1y0 Q' 2.2e4 compression web bracing must be installed where shown. mcorporsibn of component Is the responsibility arils building designer. Up �y V 3.Additional temporary brecIng to Insure stability during contlrudbn 2 Dealgn assumes the top and bottom chords t°be laterally braced al `i`y A+� Is the responsibility I the erector.Additional permanent bracing of 2 o.c.and al 10'o c respectively unless breced throughout their length by !{L PAUL +y eP° %Y° continuous sheathing such es plywood shealhirg(FC)end/or arywa%(BC). • /'•/�F/t v 0 DATE: 11/30/2015 the overall structure N the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ /'{f�J s� SEQ.: K15 6117 6 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibdry of the respective contractor. fastenere are complete end at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment, design bade be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK 5.CompuTras has no control over end sesames no responsibility for the 8.Design assumes NII bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 .eery fa...,fa...,handling,shipment and Installation of components. 7.Pestgneatbeassumes adequate on ela provided. November 30,2015 S.This design le furnished subject to the limitations set forth by 8.Plates seat be located en both feces of truss,and placed so their renter TPINJFCA In BCS1,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA.Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-1988(MMTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=10) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CCOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" .� .� MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ Truss designed for wind loads in the plane of the truss only. rn METait 2 M-3x4 1 y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 I 6-00 PRoFeSS zyGiNE�chS 1 -57� 89782PE � JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771 • WARNINGS: GENERAL NOTES, unless othemisa nolad: S.a 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual "7y. OREGON v.y� Truss: AJ1 and Wamingebefore construciluncommences. building component.Applicabiliyofdesign parameters and proper ��f/t'�. �('a1J Q" 2.204 compression web bradng must be Installed where shown+. Incorfwretldn of component Is the rospondbUiy of the building designer, GI'4 a.., - a.'. V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chortle to be laterally brewed al 77 'l J`� J is the respondbllty of the erector.Additional permanent bracing of 2 continuous end al t G hin cash ply woods braced(TC)throughout They el(R by DATE: 11/30/2015 the aweraA structure is the responsibility of buttal designer. continuous shaeth or such as plywood ahealhirlg(TC)aMMr tlrywal(SC). PPA f t 0 span ty o M3.20 Impact bridging or Medd bracing required where shown++ V L� SEQ.: K 15 61 17 7 4.No load should be applied to any component dila eller all bradng and 4.Installation of truss Is the responsibility of the resped6e contractor. fasteners are complete and at no time should any bads greater than 5.DeNgn assumes trusses are to be used Ina non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and s's to,"dry oondtleH of ass. 5.CompuTrue hes no control over and assumes no responsibility for the S. Design assumes MI bearing at all supports shown.Shim or wedge If EXPIRES 12/31/2016 necefabrication,handling,shipment and Installation of components. 7. 7.Pla ign essaaumesatled en drainage to truss,d. an November 30,2015 8.This tleelRn la furnished subject to the IlmRetbna del forth by 6.Plates shall be boated on both(aces of truss,and placed co thele center TPINITCA m SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA.Ina./CompuTfao Software 7.6.6(1L)-E 10.For basis connector plate design values see ESR-1311.ESR•fgee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-65) 99 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" -0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 346V -19/ 770 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0,0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.296" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IMITOCD 2 11118-1 M-3x4 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 O 4'0- �NC,iNER p1, 4 89782PE r JOB NAME : 3413-B POLYGON NW - AJ2 Scale: 0.6196 4 WARNINGS: GENERAL NOTES, unless otherwise noted: ' [,.I.s.d1 OREGON(`�/`'� (f) --^ 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and la for an individual 7! (OREGONC��� �. Truss: AJ2 and Warnings before construction commence. building component.Applicability of design peremelers and pope! Jf G+ 2,284 compression web bracing must be installed where shown v, Incorporation of component Is the responsibility of the building designer. /f a.�`,.: 3.Addlibnal temporary bracmg to insure stability during construction 2.Design rad at tO the tap and bottom cholla to d t Wei*braced at 7 '1 J"r Y i:7 is the responsibility of the ceder.Additional permanent bracing of T o,c,end at iP c,c,respectively anises breced throughout their length by /[{� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.251mpact bridging oinuous r lateral bracing such as required where shown drywall(BC). • /ry t +'` SEQ.: 15 6117 8 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibilty of the respective contractor. �^7 1... fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ina noncorrosive environment, TRANS ID: LINK design bads be applied to any component and are fobry onanion^ofuse. 5.Compurrus has no control over and assumes no responsibility lar the B.Design assumes full be.nng at an support shown.shim or wedge a EXPIRES: 12/31/2016 necessary. fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.Thla design Is furnished subject to the IlmOm atioset forth by 8.Plates shag be locatedo on both hf tr feces oues,and paced so their center TPIWICA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center Imes. 9.Digits indicate she of plate In Inches. MITek USA.Int./CompuTrus Software 7.6,6(1L).E 10.For basic connector plate design values see ESR-1311,ESR-1900(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+17L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 402V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" / 5-11-11 / MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �.. Truss designed for wind loads in the plane of the truss only. o I rn rn a ,e 1 2►/ 4►iN Miii1 -3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,9,3 tiik0p PR oFesS' `t 89782PE r- JOB NAME : 3413-B POLYGON NW - AJ3 Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwise noted (/ OREGON 1.Bulderend erectioncontractor should beadvised ofall General Notes 1.This design isbased only upon the parameters shown and Is for enindividual -57A,OREGON Truss: AJ3 end Warnings before construction commences. building component.Applkebnity of design parameters and proper r /• y'e " 2.2e4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .ef�. (J/f IG VV 3.Additional temporary bracing to Insure stability during conaWction 2.Design and .t lI the lop end bottom e.,choler to be laterally braced et 77 ''ll :7 Is the responsibility of the erector.Additional permanent bracing of 2'es.and at 10'o.c.respectively unless braced throughout Meir length by DATE: 11/30/2015 the overall armature Is the responsibility of building designer. continuous sheathingingor such l bs ting requirede a where s eanand/+drywell(BCJ. t +� apo ty o 83.2a Impact bridging or the lateral bracing where shown++ 1.. SEQ.: K15 6117 9 4.Na load should be applied to any component unto after ail bracing and 4.Installation of truss Is thresponsibility of the respective contractor. fasteners are complete and at ro time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D' LINK design loads be applied to any component. end are for^dry condition"of use. y (} 12/31/2016!� !]('{ cc 6.CompuTrue has no control over end assumes no responsibility for the S.Dees earn full bearing at al supports shown.Shim or wedge if EXPIRES: 1 22/31/201 6 fabrication,handling,shipment and lnetalietlon of components. ry 7.Design sshallbassumes adequate anbodrainage'oftnwprovided. November 30,2015 O.This design is furnished eub)ed to the limitations set forth by 8.Plates shall be located on both faces of iniac,and placed to thele center TPIM7CA In BCSI,copies of which vel be furnished upon request. ones colndde with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see E5R-1311,E3R-1988(Weal This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) D'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Designchecked for net(-5 sf) uplift at 24 " I IC p poc 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 = -O.D03" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 9.3^ Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 ' MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 7' MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 03 Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads p in the plane of the truss only. "+ Crcs coI Mi If 1 itE=E0 511.- 1 0 M-3x4 1 Jr Jr Jr 1-00 6-00 1-05-15 p [PROVIDE FULL BEARING;Jts:2,5,3,9 I `` �e 4 89782PE v"' JOB NAME : 3413-B POLYGON NW - AJ4 j/ • Scale: 0.5937 ..:.....t -..4 WARNINGS: GENERAL NOTES, unless otherwise noted' V p ,/'y 4) 1.Buller and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and is for an individual �/ 1 OREGON nom" �.. Truss: AJ4 and Warnings before construction commences. building component.Applicabilgy of design parameters and proper +c if) 2.2x4 compression web bracing must be Installed where shown.. incorporation of component is me rosponalbXlN of the balding designer. ..P1� V A�y: Y:. '� 3.AddMbnal temporary bracing to Insure debility during construction 2 Design assumes the top and bottom unlchoess brads a be througaterallyhout braced al 77 'l J Is the responsibility of Me erector.Additional permanent bracing o/ continuouT o c.end et 1tl a c reach en plywood unless bread through) drytheir length by it DATE: 11/30/2015 the overall structure Is thereslbll of building designer. 2xImpat sheathing such b ting re aired here hown+drywaN(BC). �./1 Ut '�' +. Won N o g3.2x Impact bridging or lateral bracing required where shown and/or d• A L� SEQ.: K 15 6118 0 4.No load should be applied to any component Intl.Iteral bracing and 4.4.DesignInstallation noff ro llasthe hs espo Wulittyea fthe a nnn<onoe coacts,.environment, fasteners are complete and at no time should any bads greater than design bade be applied to any component. end are for"dry condition"of We. 12/31/2016 T RAN S I D: LINK 5.CompuTrus hes no control over and assumes no responsibility ler the S.Design assumes NII bearing at al supports shown.Shim or wedge If EXPIRES: fabrication.handling,shipment and Installation of components. an assumes '.D sshalladequate othecelo Inas, November 30,2015 8.This design is Nmished subject to the limitations eel fodh by e.Pletes snail be located on both feces of trues,and placed w their center TPIAWCA In SCSI.copies of ankh will be furnished upon request. Ines coincide with Joint center inc.. 9.Digits indicate size of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311.ESR-1901(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 50 2-10=(-1007) 5204 3-10=( -61) 465 206 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1319) 6879 10- 4=( -231) 1443 BC: 2x6 KDDF #1EBTR 3- 4=(-6056) 1207 11-12=(-1098) 5996 10- 5=(-1830) 393 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-5410) 1106 12-13=(-1098) 5996 5-11=) -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PUP 6- 7=(-3907) 761 12- 6=) 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-4912) 831 6-13=(-2514) 548 8- 9=(-4945) 845 7-13=( -259) 1540 LL = 25 POE Ground Snow (Pg) 13- 8-) -55) 304 NOTE: 2x9 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1940.0 LBS @ 12'- 4.0" 27'- 6.0" -412/ 2330V 0/ 0H 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND SRC 2012 NOT BEING MET. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL= -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7-11-11 11-06-10 7-11-11 Truss designed for wind loads T '1' 1' 1' in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T 459a4 T f 1 T f 12 12 6.00 p M-5x12 M-3x6 M-4x10 M-4x10 Q 6.00 • j.5x39N1.5x3 '411111111111111 AI fn n1 .495 2 - 10 IS 12 13 .09 0 o M-4x10 M-3x10 0.25" M-4x10 M-3x10 l i M18HS-7x14(5) • M-1.5x3 • l , 1490# J 1 1 �r� t3 PROF't� 7-04-12 5-01 2-08-04 4-11-04 7-04-12 • 4 1-00 27-06 CC 19782P ;` JOB NAME : 3413-B POLYGON NW - B1 y' // Scale: 0.2299 '^^r"��� • Wir WARNINGS: GENERAL NOTES, unless otherwise noted: (.r OREGON 1.Builder and erection contractor should be advised of all General Notes 7.This design is based only upon the parameters shown and Is loran Individual 9 OREGON (�N Truss: B 1 and Wambgs before construction commences building component Applicability of design parameters and proper '.i.R �J'j" yyv 2.2*4 compression web bracing must be installed where shown ti Incorporation of component is Me responsibility of the building designer. '9;',5) (A' V /' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chortle to be laterally bracetl at �. ,% irIs Me responsibility of the erector.Additional permanent bracing of T o.o.and et 70 e.c.respectively unless braced throughout their length by v DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous ddgInglaterch as acing requiredplywooe shelwhere s eena dryweA(BC). PAUL �� apon ty ng 9 3.2a Impact bd sheathing or lateral bracing where shown and/or d 1r SEQ.: K15 6118 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and.re for”dry condition'of use. �/[]{r} /� fj )ry/� 5.CompuTrus has no control over and assumes no responsibility for the e.necessary. assumes full bearing al all supports shown.Shim or wedge If EXPIRES:1 it S: 2/3 /G V fabrication,handling,shipment and Ineletlallon of components. 6.This designIs furnished subject to the IlmBallona set faith by7.Design assumes adequate drainage is provided. November 30,201 5 ) 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BEM,copies of which will be furnished upon request. Anes coincide with joint center lines. 9. s. MITek USA,Inc./CompuTrus Software 7.6.6(11_)-E 10.FlInbasicdicate onnector!cplate in onnector plate design values see E50.-7311,E5R-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1259 4-7=(-1984) 446 BC: 2x6 KDDF #1&BTR SPACED 24.0" S.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x9 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"0C. 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 POP Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR AOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORI Z. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" For hanger specs. - sfie approved plans 6-02-11 1-09-05 Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. 1 ' '1 1' 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 load duration factor=1.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 9 -/ 11 O 1111 M-3x6 2 oq 1 110.111 o @©HANGER BY OTHERS TO APPLY CONC. 1 LOAD(S)EQUALLY TO ALL MEMBERS. rn L 11111111111WN. �® m 0 1 -_ 5 6 7 -/ I o M-3x4 M-3x4 M-7x8 M-3x8 y *1210# +637# L +23309 , 3-00 2-09-12 2-02-04 y s-oo y ��gED PRQ�r °s N . .-co E R /0 8.782PE • JOB NAME : 3413-B POLYGON NW - BGIRD • • Scale: 0.9649 .i, • r,• lT» .� WARNINGS: GENERAL NOTES, unless otherwise noted K/ l <1) I.BuWder and erection contractor should be advised of all General Notes 1.71W:design Is based only upon the parameters Mown and is for an individual +,�.'y� OREGON N. Truss: BGIRD and Warnings before cenatrudlon commences. building component.Applicability of design parameters and proper % /� 2c '�' 2.IDt4 compression web bredng must be metaled where shorn a. Incorporation of component Is the responsibility of the building designer, 'el C/.4 ,l ( I's'� 3.Additional temporary bracing to Insure stability during can.Wctbn 2 Design assumes the top end bottom choke to M lelerelly braced et 77 '�77 Y '1 J GVI Is the responsibility of the erecter.Additional permanent bracing of 2 o.c.and at 10 o c respecCNely unless brecatl throughout their length by continuous sheatNngor such es plywood where and/or drywall(B0). PAUL t't t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.4a Impact bridging or lateral bracing required where siown+* +'{�,/1.. S E K 15 6118 3 4.No load should be applied to any component until alter ail bracing and 4.Installation of truss is the responsiblty of the respective contractor, 4 fasteners ere complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrodv°environment. TRANS I D: LINK design bads be applied to any component and are for dry condition.of see. 5.CompuTms has no control over and assumes no responsibility for the 8.Gado awmea M181 bearing at all supports Mown.Shim or wedge if EXPIRES:IR ES.. 12/31/2016 fabrication.handling,sidpment and installation of components. ry Cin a7 V 7.Pesignassumes adequate dihltonela truss, November 30,2015 S.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of Irusq and placed so their center TPNWICA in BCSI,copies or which wig be furnished upon request. lines celndde with joint center Ines. 9.Digits indicate size of plate in inches. MITek USA,Inc.fCompUTrus Software 7.6.6(1L)-E 10.For basin connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -79/ 298V -9/ 36K 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" 0 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 " (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 rn o in the plane of the truss only. 21 0 1 I o E� o 0 o di 1 // 119 -f M-3x4 J• 1-0o ), 1-0o y ,[}^PROF'e , (PROVIDE FULL BEARING;Jts:2,4,4 I r�.� .,j�,V IN &-• /0 �` 8•782PE JOB NAME : 3413-B POLYGON NW - BJ J// �' ./.�f/w��+ Scale: 1.1073 .-, ?^/�,t(» WARNINGS: GENERAL NOTES, unless otherwise noted (/ OREGON 1 � _^' I.Builder and erection centre aur should be advised of eq General Notes 1.This design is based only upon the parameters ahown and le for an individual •elf Truss: BJ and Warnings before construction commences. building component.Applicability or design parameters and proper �i l'' Q;•• 2�4 compression web bradng must be Petalled where shown« Incorporation of component is the responsibility or the building designer. .Td5 (/^� .. G V r� 3.Additional temporary bracing to Insure stability during construction 2.Design and atIassumes the top and bottom unlesschobraced to be laterally braced at 77 �7 J �tj_ Is the responsibility of Me erector.Addklonal permanent bracing of 2 o c and at 10'o e.respectively braced throughout their length by /r V DATE: 11/30/2015 the overall structure l•the responsibility of the building designer. 2,Impact eseging or atraibuch as singatlaheewheresown drywall(BC). • p/( t 'c 3.Intmptd bridging is therelpredrgity of the wheretive contractor. o to ,^1 L., S E Q.: K 15 6118 9 <.No load should c bem etel an to any component until lead email bradng and 5.Designtof sus b les are to be ty l the respective coenviron fasteners are compete and at no time enema any load:greater than 5.Design assumes bosses are to be used In.noncorrosive environment, TRANS ID: LINK design loads be applied to any cempenerrt. and are for"dry condition"or use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no reapunsibNty for the 6.Design assumes full bearing at all supports•haven.Shim or wedge It EXPIRES: assry fabriutbn,handling,shipment and installation of component•. .l 7.Design assumes beeadequateenbeth(faces elo ruslsed. November 30,2015 8.This design is furnished subject to the limitations set lode by 8.Plates chat located on both taus of truss,and plead so their center TPIMTCA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. MiTek USA,Inc./Com Trus Software 9.Digits indicate sire of plate In inches. Pu 7,6.7(1L E)- 1o.For basic connector plate design values see ESR-t311,ESR-1988(Wee) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF #163TR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x9 KDDF #16BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 204 DF 2400E A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 39'- 0.0" V 5- 6=( 01 0 18-20=( -108) 404 17- 5=( -330) 2134 2x9 KDDF #16BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"OC. UON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"OC. DON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+0L( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1239 11-12=( -6882) 1862 20- 8=( -724) 922 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1892 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=1 0) 50 21-10=( -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (won). Join together 2 ply with 3"x.131 DIA GUN ___,.�. nails staggered at: 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. I 9" oc in 1 row(s) throughout 2x9 bottom chords, xx 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL =-0.001" @ -1'- 0.0" Allowed = 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL =-0.318" @ 13'- 9.7" Allowed= 1.654" f f f MAX TL CREEP DEFL =-0.613" @ 13'- 9.7" Allowed = 2.206" 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" 2-09 -09-12� 0-0�10s -08-08��3-04-02 4-05-081 1' 1 1 1 f-f 1' 1 1' 1' 1 - '1 MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" ,/ =M-4x4+ 12 +597.30# M-3x8 T +597.30# 12 f 6.00 "3 6.00 Design conforms to main windforce-resisting M-3x6 M-5x6+ system and components and cladding criteria. M-5x6+ '��.M-3x6 Wind: 140 mph, h=22.4ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ��' M-4x10 14-5x6 load duration factor=1.6, Truss designed for wind loads M18HS-5x16 ` in the plane of the truss only. M-3x4 4 M-1.5x3 M-3x8 2 M-2.5x4 or equal at non-structural diagonal inlets. lr4lk\ 3 o M-9x10 ^ _ _ � o v1•0°.'1' _l'" 15 16 17 19198......-----, P 1 M-3x9 M-3x8 0 20 �1 22 �Nikkh\ I I M-1.5x3 M-3x10 0.25 M-3x8 M-3x8 1 0 M-7x10 GI 3.75 M-5x8(S) 12'I .. 1 l 1, ). l , l 5�� GPS���ssf y y 05-0 y-09-122-11-08 5-02 y 4-11-08 3-07-10 3-09-06 8-02-12 l y \ i� 6) C,2 II 1-07D-05-08 10-09-08 20-09 y 00 :9782PE 1-00 34-00 1-00 JOB NAME: 3413-B POLYGON NW - Cl 'Pr IMF Scale: 0.14784, R (�, WARNINGS: GENERAL NOTES, u4ess otherwise no le d: �/tf'�' ��� y� "" 1.Builder and erection comradur should be advised dal General Notes I.This design la based one upon the parameters shown and Is for tin Individual �sy, �//r� Truss: Cl and Wammgs before construction commences building component.Applicability of design parameters and proper T �1 '� 2.244 compression web bredng mud be Installed where shown+. Incorporation of component Is the roeponebdm/of the budding designer. `{-'- `� 3.Addgbnal temporary bracing to Insure'teddy during constmdlon 2.Design assumes the top and bolom chords to be laterally braced al "1 a-�`/� Ie Na responsibility of the erector.Additional permanent bracing a/ T o c.and a1 10 o.c.respectively unless braced throughout their length by J"1{v.� \' continuous ridging or such as plywood sheathing(TC)and/or drywad(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.24 Impact bridging or lateral bradng required where shown+a S E K 15 6118 6 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment. and are for"dry condition'of use. EKP fR ES: 12/31!2016. design loads be applbd to any component. TRANS ID: LINK 5.CompuTmahas nocontrol over and assumes noresponsibility for the S.DeagneeaumeaMlbeanngetaleupponaahawn.5himarwedgsll November 30,2015 rabnoadon,handling,shipment and installation of components. necessary.ass 7.Designlatessesames adequate drainage a Iotruss,provided. 6.This design is furnished subject m the limitations set forth by S.Plates shall be bated on both feces of buss,and placed so their canter TPINVTCA In 8C51,copies of which will be mmished upon request. lines coincide with)01st center lines. 9.Digits indicate etre of plate in inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-!gee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1S13TR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=) -15) 446 WEBS: 2x9 RIDE STAND 3- 4=(-2275) 488 11-12=(-272) 1799 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 POE 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 4 ' I Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BC0L=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 6.00 M-4x6 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 ,f.,/ in the plane of the truss only. M-5x6(5) \ M-5x6(5) 114141114111111111444411 M-1.5x341\ ` M-1.5x3 3 M co O O O 1 10 11 f 12 8 o II M-4x4 M-3x4 0.25" M-3x4 =M-4x4 oI M-5x8(5) � , D PRQ1 y y y y y cod A`GINS lS; 1-00 8-09-04 8-02-12 34-00 8-02-12 8-09-04 1-00 '''` \ �R �',y 89782PE r' •• JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 ,�,' d•),'G� .I,.,, WARNINGS: GENERAL NOTES, unless otherwise noted Er, p ry/^�1�� 1.Builder and erection contractor should be advised of al General Notes I.This design is based only upon the parameters shaven and b for en Individual "! OREGON Qom'.�. Truss: C2 and Warnings before construction commences. bulding component.Applicability of design parameters and proper / Y1 ^ 2.2s4 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility of the bolding destpner. .A 4f i}p y; Ab V' 'f/. 3.Additional temporary bracing to Insure stability during construction 2 Uestgn assumes the top and bottom Mobs is be laterally braced at 7 `l J Is the responsibility of the erector.Adtlllonal permanent bracing of T o c and at I O'o c respectively unless braced throughout their length by il, DATE: 11/30/2015 the avers'structure is thereresponsibility of building deal nor. us imps bridging or auchaaacing requirede iemltlg(re show) n+r drywal(BC). .��t � Wan No g 9 3.2a impact hrltlging or lateral bracing where shown {+. SEQ. : K 15 6118 7 4.No had should be applied to any component ural alter all bracing and 4.Installation Writes la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component and era for'dry condition.'of use. v�ry.t 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Nil bearing et all supports Mown.Shim or wedge II 12/3.1/20 l 6 fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage la provided. November 30,2015 EXPIRES: V V 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both feces of truss,and placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. fines coinGde with loin)center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./COfnpuTrus Software 7.6.6014}E to.For basic connector plate design value.sae ESR-1311,ESR-I96e(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 204 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 197 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 491 14-15=( -8) 54 4-13=( -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD = 92.0 PSF 7- 8=(-2278) 986 13-15=( -144) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION($) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1592V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) ICONS. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 9.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" 1 1' 1' MAX HORIE. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T T T T T / T T 12 12 Design conforms to main windforce-resisting 6.00 IIM-6x6 Q 6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 'F'/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), iii! load duration factor=1.6, M-1.5X3 M-5x6(S) Truss designed for wind loads 111% 5 in the plane of the truss only. M-5x6(5) 0.25" 0.25" �4 4 M-1.5x3 /1\ M-3x6 M-3x8 _y lle o /,r+' • iG� o ,r 1. 12 13: �:�. is 0 o M-3x4 0 14 15 16 �\ 0.25" of M-5x8 o M-5x8 M-4x8 =M-4x4 I 0 M-1.5x3 M-5x6(S) 0 L13.75 12 k 1 l k l l '<', P F QF4s� k 2-05-08y 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 y l IN 1-0Q-05-08 10-09-08 20-09 1-00 � .,'G= E�'V '°" 34-00 C 89782PE �c JOB NAME : 3413-B POLYGON NW - C2-C - . • Scale: 0.1602 �, (,., _ WARNINGS: GENERAL NOTES, unless umerwise noted. C.. (((yyy /'�s ) Truss: C 2-C t and Warnings before conetructiilder and erection contractor o cotlbe mmea advised of all General Notes 1.buidi design component,Applicability of design parameters andpon the parameters shown and proper per Individual �y W R V,JN , �. 2.2s4 compression web bracing must be Installed vmers shown.. Incorporation of component is the responsibility of the building destgner. ;(�� A v,J 3.Additional temporary bracing to Insure stability during construction 2.Festgn assumes the tap and bottom choke to M 1,00lateholly braced at Y { � / Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and al 70 a.c.sash as sty,sadunless braced nroughout mete length by ljA,� continuous sheathing such as plywood sheet whereC)and/or drywall(BC). • +�.JI U i -. DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required alum++ PAUL SEQ. : K 15 6118 9 4.Ne load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no thne should any loads greater than 5.Design sesames trusses are to be used In a non-corrosive environment, and ere for"dry condition"of use. TRANS I D: LINK design loads be applied to any component. 5.compuTrus Ms no control over and assumes no responsibility for the 8.Deign assumes full bean�at el supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end installation of components. '.DesignlaIceh""meaaded"oneoth'face'e time, November 30,2015 8.This design Ie furnished cabled to the limitations sal forth by 8.Plates shag be located on both laces oRrvss,and plead so their center TPIMRCA in 8051,copies of which Al be furnished upon request. lines coincide with loin center lines. 9.Digits indiuta size of plate in inches. MiTek LISA,Inc./CompuTrus Software 7.6.6(1L)-E II,For basic connector plate design values see EBR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 RODE STAND 3- 4=(-1944) 494 I1-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSP 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 1520 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T '1' 1 f 1' 1' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , 14-00 14-00 load duration factor=1.6, / / f I f Truss designed for wind loads 12 M-9x6 M-9x6 12 in the plane of the truss only. 6.00 4 M-3x4 5 Q 6.00 M-3x9 1M-3x4 3 7 M M 0 0 1 - e 144 MM e _ • :a - l0 11 '� 12 13 o o' M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 =M-4x4 o' M-5x8(S) M-5x8(S) �� D PR OFFS l l y 1 y l '<[. r l 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y y eti NG�N�e•9 r°, 1-00 34-00 1-00 cam' :9782PE ��' JOB NAME : 3413-B POLYGON NW - C3 ,.,i/ Scale: 0.1852 ,. 7'' AVAII WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters eeemn and Is for en Individual `7A. #R EGO'y ry' ,. Truss: C3 and warnings before eenetrucnon commences. building component.Applicability or design parameters and proper I� 1c 2.284 compression web bradng must be Installed where shovm+. Incorporation of component is the responsibility of the building designer. .w'1 f�q ,� V 3 Additional temporary bracing to Insure stability during construction te 2 Design et ID the lap and bottom cholla to be laterally braced at T Is the responsiblEy of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.ras unless braced throughout they length by DATE: 11/30/2015 the overall structure is me responsibility of the building designer. 3 continuous p ctbridging sheathingat such l b acng resheathing(TC)required own 0r drywau(Bc) f��/1 1 1 L �� Impact or lateral bred regwretl where shown.. +"t rvJ L. SEQ.: K 15 6119 0 4.No load should be applied to any component until after all bracing and 4.Installation of teres is the responsibility of the respective contractor, fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina nonmermswe environment, TRANS ID: LINK design loads be applied to any component. and are for condition"of use. 5.CompuTnrs has no control over and assumes no responsibility for the 6.Design ceeassumes NII bearing at all supports shown.Shim or wedge if EXPIRES. v�'f-j ES` A irj )yy/'{ ty fabdce8on,handling,shipment and installation of components. ryY� lel s7 G/V7 /L V '.Design ha l beer adequate ne othltense is ruslsedn November 30,2015 6.This design K furnished subject to the limitations set(one by 8.Plates shall located an both feces of truss,end placed m their center TPNMCA in SCSI,copies of which stip be furnished upon request. Ilnes ceinoide with joint center lines. 9.Digits indicate We of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L(.Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC OON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED _ _----______-------- - -------- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 load duration factor=l.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-4x6 M-4x6 4 6.00 4 M-3x9 s r .. 3x9 "*11111111111111111411111111111111111 -3x9 3 rn rn a " MINIMIIIIIIME o o 1 ' 10 11 12 13 < o I M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 -..7.14-4x4 I tyt^f o M-5x8(S) M-5x8(S) ,ce-1O r R.O�'� h l 1 l b l y l `c� q,1GIN E ' 0 7-01-08 6-05-09 6-10-08 6-05-09 7-01-08 44 1-00 34-00 1-00 _ ,c 8 !82 E r..•- JOB NAME : 3413-B POLYGON NW - C4 '' /���// Scale: 0.1852 ,' a•/�Q" 1 - /,,, -... WARNINGS: GENERAL NOTES, relate otharwbe noted: [✓..a�1 aryp (�l/'y l�� _,t 1 Baader and erection contractor should be advised of ash General Notes 1.This dedgn Is based only upon the parameters Mown and le Or an Individual l OFIEGOI V Off" Truss: C 9 and Warnings before connection commences. building component.Applicability of deign parameter.and proper 'f////��, Y1 T 2.204 compression web bracing must be Installed where shown.. mcerporatbn of component is the responsibility of the building designer. =T,, s it a.� G �4' 3.Additional temporary bracing to Insure stability during anekudbn 2 Design assumes the top and bottom Mahe b be laterally braced el 7 '-7(*� J j- Isthe responsibility of Me cedar.Atltlmonal permanent bracing of 2 o.c and at la 0.respectively unless braced throughout their length by Y DATE: 11/30/2015 the overall structure Is the respanslbilty of the building designer. 3,2e continuous bridging)o9 lateral brasuch as cing plywood required a shownb.tlrywel(BC). nil j l SEQ.: K 15 61191 4.No bad Mould be applied to any component until after ell bedng and 4.Installation tI t an of truss Is Is the area bebleeed the non-corrosive contractor. environment, 11 iw fasteners are complete and at no time should any bads greeter than end re for"dry es cordis re to b. TRANS I D: LINK assign loads be applied to any comported. 6.Design assume.MI bearing al all supports Mown.Shim or wedge If 5.CampuTms has no control over and assumes no responsibility for the Poetry. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Deign assumes adequate drainage Is provided. 8.Thla dealgn Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed es their center November 30,2015 TFIMTCA 61 SCSI,copies of which MMA be furnished upon request. Anes coincide with joint anter linea 9.Digits Indicate alae of plate In inches. MiTek USA,Int./CompuTrus Software 7.6.6(1L)-E I0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- B=(-1973) 690 8-14=( -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIE. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main indforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 9-07 2-03-03f 5-00-05 9-02-OS 3-01-03 4-07 5-01-08 f Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1' 1' 1' T f f ' 1' load duration factor=1.6, 10-00 10-00 Truss designed for wind loads f ,r 7 1 '1 in the plane of the truss only. 12 12 6.00 p M-4x6 M-3x8 M-4x6 d 6.00 6 M-1.5x3 M-1.5x3 3 rn m a o4 I M-4x4 M-3x8 0.25" M-3x8 - -4x4 t o o M-5x6(S) v`-0 PR ()Fe y y y y y 01,!‹. A �i `yGINEi9-06-12 7-05-09 7-05-04 9-06-12 �� ,<1 1 � 19' 42* _,-00 34-00 -00 � :97$2PE JOB NAME : 3413-B POLYGON NW - C5 " Scale: 0.1852 /7.,44) • WARNINGS: GENERAL NOTES, unlessotherwlse noted: I C/� y� 1.Bulder and erectbn contractor should be advised of all 1 7General Notes 1.This design Is based only upon the parameters shown and Is hr an Individual 40-EG©N >\. Truss: C5 and Warnings before conkructlon commences. building component. (.Applicability of design parameters and proper $ (1V5 QQ" 2.2.4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. .F1� Gqply G J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dtoMs to be laterally braced at 77 I•the responsibility of me erector.Additional permanent bracing of T o c and at 10'o c r500h Maly unless braced throughout Red length by l DATE: 11/30/2015 the overall structure is the responsibility of the building designer continuous sheathing such l b plywood air a where s soarand/ar drywall(BC). /1'+t �` 3.b Impact bridging or lateral bracing requires where shown.+ -AUL M SEQ.: K1561192 4.No load should be applied to any component until after all bracing and 4.Inside.of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design bads be applied to any component. and ere for"dry condition"of use. 5.CompuTru°has no control over and assumes no responsibillly for the 5 Design assumesink losering"•'soppgd,shear'.shim or wedge it EXPIRES: 12/31/2016. fabrication,handling,shipment and installation of components. 7.Designs aumes adequate drainage Is provided. November 30,2015 5.This design is fumlehed subject to the limitation set forth by S.Plates shell be located on both faces of truss,and placed se their center TPIANTCA In SCSI,copies of which will be famished upon request. lines coincide with 1010 center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(1L E o Digits indicate sizer plate a inches'gvalues P 1.Forbasicconnectorpleatdesignveluea sea ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-995) 2190 3-11=(-175) 189 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-2509) 649 11-12=(-539) 2521 11- 9=) -83) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 562 12-13=(-539) 2521 11- 5=(-699) 236 LOADING 4- 5=(-1973) 542 13- 9=(-594) 2190 12- 5=) 0) 241 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-699) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 PIF 7- 8=(-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ 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 = -0.149" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main indforce-resisting system and componentsand cladding criteria. 9-11-11 13-02-10 10-09-11 / / / / Wind: 190 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1 I 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads 1' f 1' '1' '( 1' T 1' in the plane of the truss only. 10-00 '1 T 12 M-4x6 M-3x8 6 M-4x6 12 6.00cP' 5 Q 6.00 M-1.5x3 M-1.5x3 3 + + o M jr Nam 11 12 ,+ 13 -\ 'o M-4x4 M-3x8 0.25" M-3x8 ::1,4-4x4 1 M-5x6(S) 0 X1 0 PROsfsl l l l l "\C- co �GIN= .9-06-12 7-05-04 7-05-04 9-06-12 , .'� 9 Q y y y y `ci 1.1-00 34-00 1-00 89782PE v• . JOB NAME : 3413-B POLYGON NW - C6 ,,._ -Thr‹. '111"' ' . Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise noted: G/' 4) 4181 1.Builder and erection contractor Medd be advised of an General Notes 1.This design is based only upon the parameters shown end Is for an individual 'p' OREGON �,. Truss: C6 and warnings below construction commences. building component.Applicability of design parameters and proper AZA �//� fLO t . 2.2s4 compreeebn web bracing mud be installed where shown o, Incorporation*component Is the responsibility of the building designer. °°9 6 4 IG 'q • 3.Additional temporary bracing to Insure stabilgy during construction 2.Design assumes me top and bottom chords to be laterally braced at T ��11 '�:7 �jej; Is the responsibility of the erector.AddBlcnat permanent braising of 7 o c and P 10ee o.c.respectively unless braced Throughout their length by Y continuous sheathing such as plywood Meathing(TC)end/or drywal(BC). -/A.U L 0 DATE: 11/30/2015 the overall Proctor°b The responsibility of the building designer. 3.DI impact bridging or lateral bracing required where shown+* 1- SEQ.: K 15 6119 3 4.No bad should be applied to any component until alter all bredng end 4.Installation*truss Is the responsibility of the respectNe contractor. fadeners are complete end at no time should any beds greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design nada be applied to any component, and Cr.for"dry condi on"of use. esign 5.CompuTrus has no control over and assumes no responsibility for the 6 nDecesee mamma MI bearing Cl all supports Mown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment end hwtalenon or components. "y. 7.Design ree.h be lc ed onate olone is provided. November 30,2015 8.This design Is furnished cabled to the limitations set forth by 8.Plates Men be located both faces of inns,end places so their center TPINVtGA in SCSI,copies or which PA be furnished upon request. Anes coindde with joint center lines 9.Digits Indlcete eke of plate In inches. MiTek USA.Ina./CompuTrus Software 7.6.6(1L)-E 10.For basin connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-19=(-1532) 7788 3-19=( -78) 990 BC: 2x6 ROOF #16BTR SPACED 29.0" O.C. 2- 3=(-8988) 1829 14-15=(-1508) 7862 19- 9=( -670) 2884 WEBS: 2x9 KDDF STAND 3- 9=(-9058) 1898 15-16=(-1226) 6930 9-15=(-1792) 972 LOADING 9- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1479 17-18=( -508) 3980 15- 6=( -590) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -549) 3958 6-16=( -838) 310 TOTAL LOAD = 92.0 PSF 7- 9=(-3556) 646 16- 7=( -198) 1198 8- 9=( 0) 0 7-17=(-2970) 506 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 POP Ground Snow (Pg) 9-10=(-3856) 694 9-17=( -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=( -68) 382 11-12=(-4012) 688 10-18=( -119) 42 ADDL: TC CONC LL+01,= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=( -36) 139 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 9.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 39'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.659" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 T 'f 1' '( Wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-02-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T 1 1 T 1 1 1 1 1 load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +5989 T '( in the plane of the truss only. 12 M-5x8 8 M-5x8 12 M-3x4 M-3x4 6.50 p M-3x5 5 6 7 9 M-3x5 '"6.00 M-1.5x3 M-1.5x3 3 • cmorn l o v 1/" 'T �� 3 -yc ' 19 15 16 17 18 M-3x10 M-6x8 0.25" M-3x8` M-3x10o M-3#8 M-7x8(S) M-6x8 0 ��c ) PRO,F� y y y y l y V f 11 y 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y y C��`� NGIN '�r� .�, 1-00 34-00 1-00ct- 'T 8•782PE 1.- JOB NAME : 3413-B POLYGON NW - C7 /,/ R/\�\ /� Scale: 0.1852 WV' d• - /� 4' ^' WARNINGS: GENERAL1.This dtinisNOTES, any upon the parameters T?OREGON 1.Builder and erection contractor should be advised of all General Notes i.This assign b based only upon the parameters Moven and is far en individual N. Truss: C7 and warnings before construction commences building component.Applicability of design parameters end proper z.204 compression web bredng moa be Me al ed where spawn+. incorporation m component Is the responsibility of building des goer. 9� G,.4A 2 (�• • 3.Addional temporary bracing to Insure stability during construction 2.2 0.5. od 0111umes the top end bottom eeschoba c be roagheaterally braced length T tj. Is the responsibility of the erector.Additional permanent bracing of 7 o s and at 10 o.c respectively unless braced throughout their length by ` V ,- DATE: 11/30/2015 the overall structure la the responsibility of the building designer. continuous sheathing or each as plywood required et where s and/or Orywal(BC). �, t 1 3.In Impact bridging or th lateral bracing requlrhe where shown++ L SEQ.: El5 6119 4 4.No mad Mould be applied to any component until after at bredng and 4.Inetapatlon of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used inc noncorrosive environment. TRANS I D: LINK design mads be applied to any component. and are for"dry condition'of use. 12/31/2016 ry/K� M](�4� 5.CompoTms has no control over and assumes no responsibility ler the 6.Design aawmes`odi bearing at all supports Mown.Shim or wedge if EXPIRES: 1 2/3 1/G0 1 6 fabdcetlon,hendIng,shipment and Mslelletlon of gompenente. 7.Design assumes nemesary. 8.This design Is furnished subject to the limNitlons set fodh by 8.Plates shall be located anaboth faces drainage iofs tmsls.eand placed so their center d. November 30,2015 TPIN.TCA In SCSI.copies of which will be frmMed upon request. Ines coindde with Joint center lines. MITek USA,Inc./Com Trus Software 7.6.7 1L E 9.Digits indicate sire of plata in Inches. Ica ( )- 10.For basic connector plate design values see EBR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF 81&BTA SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 WEBS: 2x4 KDDF STAND 3-4=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 778 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 0/ OH 5.50. 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 3-11-11MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" T MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL=-0.017" @ 4'- 0.2" Allowed = 0.173" f ' T MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL= 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 '� load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. co 0 1411111111111111111111111111111111111. i © 9� 7 1 Irl r M-3x4 I�1 0 0 io 10110.111111111110.-- M63x9 116111.11 M-3x4 M-3x5 l l l 1 2-03-12 3-11-15 1-08-05 l 1 l (A p PRQ 1-00 2-05-08 8-00 5-06-08 4 (PROVIDE FULL BEARING;Jts:2,4 7 Vv, 34\ ENGINE-R sp, 89782P <' JOB NAME : 3413-B POLYGON NW - CJ2 mar Scale: 0.5501 G., r� �.a WARNINGS: GENERAL NOTES, unless olherwlse noted. of OREGON c.., , [.. 1.Builder and eredlon contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and le bran Indivlduel .�A A a..4,.. IG T Y Ll S 5: CJ2 and Warnings before construction comm.ncaa building component.Applicability of design parameters and proper 7 l/Y Y J 2.2a4 compression web brsdng must b.installed where shown*. Incorporation o1 component Is the responsibility of the building designer. /♦�_ 3.Additional temporary bracing to insure stability duringgee Cruclbn 2.Design assumes the top and bottom drams to be laterally braced e1 �"1 A Ii L Is the roaponsidlly of the erector.Additional nt bracing or 2 data and at a own.respectively unless braced tnro�rgnoet their length by f'� pemlane continuous sheathing such as pywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.Do Impad bddgmg or lateral brsdng required where shovel 4.No load should be applied to any component untl after all bracing end 4.Installation of suss I.the regmnsib/Nty of the respective contractor. SEQ. : K 15 6119 5raetenere are complete and at no time Mould any hada greater than 5.Design asaume.lrusses are to be used Ina noncorrosive environment, design load.be applied to any component. B.end are for"dry condition•of use. EXPIRES. 12/31/2016 3 TRANS ID: LINK Design assumes fwaN full shown.Shim or wedge If November 30,2015 5.CompuTrua has no control over and assumes no responsibility forme necessary. fabrication,handling,shipment and Installation of components. pone 7.DesignBeshallassumes adequate onoth fac a to trues, S.This design Is Nmlsired subpd to the Ilmaahons set forth by e.Platen shall be located on both feces of Imse,and placed so their center "MVO/ICA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plata in inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-Z IN.For basic connector plate design values see ESR-1311.650-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=1-101) 239 6-5=( 0) 18 BC: 2x9 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 69 WEBS: 2x9 KDDF STAND 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+51( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 911V -22/ 108H 5.50" 0.66 RODE' ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 11BV 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 198V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = 0.021" @ 2'- 4.7" Allowed= 0.270" T f MAX TL CREEP DEFL = -0.039" @ 2'- 9.7" Allowed= 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" ,r MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed= 0,105" 12 MAX HORIZ. LL DEFL= -0.014" @ 6'- 3.7" MAX HORIZ. TL DEFL= 0.022" @ 6'- 3.7" 6.00 4 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1-6, l Truss designed for wind loads co M-4x6 O in the plane of the truss only, 3 N ...iiiiiillirliniMMEMeiumie.--- leurIMMENE...--....._ ea , M�m M-3x9 0 � I M,L3x4 0 0 M-3x4 M-3x5 k 1 ), 1 2-03-12 3-11-15 1-08-05 l y y y • P 1-00 2-05-08 8-00 5-06-08 CO‹(- �fi� 'PROVIDE FULL BEARING;Its:2,4,7 I _r C ,.e+�\AG,N4I`- !'ri'f,..+ .(u �!:978 r E V�` JOB NAME: 3413-B POLYGON NW - CJ3 .r / Mir Scale: 0.5126 ('� / WARNINGS: GENERAL NOTES, unless otherwise noted: �� -/7„-OREGON ©�-f Truss: C J 3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .f Y&S " �� and Warnings before consiructlon commences. building component.Applicability or design parameters and proper . /'� 2. 4. 254 compression web bredng must be Installed when shown e. Incorporation of component Is the responeibllty of the building designer. `A 3.Additional temporary bracing to Inure stability dudng Construct on Z Design assumes the top and bottom chows to be laterally braced al Pq U L �, is the responsibility of the erador.Additional permanent bracing of T o,c,and et 10'o,c,reepec c ply unless braced throughout their length by T continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.2a Impact ledging or lateral bracing required where shown•• SEQ.: Ki5 6119 6 4.No load should be applied to any component until after all bracing and 4.Installation of(ruse Is the reeponNblllty of the reapectNe contractor. fasteners are complete and at no time Mould any loads greater than 5.Sedge datums trusses are to be used Ina non-corrosve environment, bans be applied m. and are for"dry condition'of use. EXPIRES: 12/31/2016 des TRANS ID: LINK g^ pile ycompone 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beetlngelall supports ahown.Shlmorwedge lf November 30,2015 fabrication,handling,shipment and installation of components. wary, 6.ThIs design Is furnished subject to the limitations set forth by8.Pesign saunas adequate drainage Page Is truss,provided. r8.Pales shag be located an beth laces of Imes,and placed so their center TPINVECA In SCSI,copies or whish will be furnished upon reques, ares colndtle with jolts center lines. 9.Digits indicate sire of plate In Incite. MITek USA,Inc.ICompuTrus Software 7.8.6)1 L)-Z 10.For base connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #145TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA IL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -58/ 481V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 12 Design conforms to main windforce-resisting 6.00 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. do 0 of 1 2 � q►� M-3x4 y l 1 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 19 :97$2PE v." JOB NAME : 3413-B POLYGON NW - CJ7 -tiffScale: 0.5126 , WARNINGS: GENERAL NOTES, unless otherwise noted Cr' " /'y l�� I.Bolder end erection oontrador Mould be advised of all General Notes 7.This design Is based only upon the parameters shown and Is for en Individual ,y -7X-G R a"E G OI y Truss: CJ7 and Warnings before construction commences. buidingcomponeO.AppikablN5 tyofdesignparametersandproper f► "k 2° Q" 2.D4 compression web bracing mud be Indalkd where Mown+. Incorporation of component is the responsibility of the building designer. -T. 3.Additional temporary bracing to insure stability during construction 2 Dadgn end 5t 13 the lop oct bottom.50chobraced to be laterally braced at 77 �1/^r Y Is the raspondblllty of the erector.Additional permanent bracing of continuous T Data at os o c.r.000 as sty unless braced ihroug ndi mak eli(B by DATE: 11/30/2015 the 0veral structure Is the responlebllty or the building designer. 3.Z Impact bridging or lateral brewing required where shown tlrywap(BC). . /i U S E K 15 6119 7 4.No load should be applied to any component until after all bracing and 4.Instalatlon of trues is the respondbilly of the respedle contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrealve environment. design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompaTres has no contra ewer and assumes no responsibility for the 5.Design assumes full bearing d al supports shawl Shim or wedge if EXPIRES: 12/31/2016 fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is prodded. November 30,2015 e.This design is furnished subject to the Ilmfatlons set forth by 8.Plates shall be located on both faces Ponies,and placed so their center WI/YWCA in BCS(,copies of which wilt be furnished upon request. lines coincide with joint center Ones. 9.Digits indicate she of piste In Inches. MTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basicconnector plate design values see ESR-1311,008-1988(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1,00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 901 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-992) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-9=(-127) 105 3-8=(-805) 447 2x4 KDDF #168TR A LOADING 9-5=( -10) 5 9-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 973V -54/ 199H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed = 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL= -0.070" @ 2'- 4.7" Allowed = 0.472" 1 11 { MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 12 4 ' 6.00 U7 s Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads , in the plane of the truss only. W 0 i rn M-4x6 3 illi40111.1111111111111111111.11111111,1 r"""""-------------- jj'i _, o �'. o M-3x4 I. 2_� M13x4 0 o M-3x4 M-3x5 l ), ,1 l 2-03-12 5-02-12 0-05-08 y 1-00 y 2-05-08 y 8-00 5-06-08 y < �S`' Zkof 89782PE moi'' JOB NAME: 3413-B POLYGON NW - CJ8 Sale: 0.9751 OREGON WARNINGS: GENERAL NOTES, unless omerngae noted y OREGON c 4� Builder and eredloncontractor shouldbeadvisedofalI fo General 1.This design le based only upon the parameters shown and an Individual I Truss: CJ81F 14y (jAR rt, �� and Warnings before construction commerwea building component Applicability of design parameters and proper 7 _+ 2.2a4 compression web bradip must be Installed where shown 4. Incorporation of component Is the responsibility piths building designer. V 3.Additional temporary bracing to Insure stabl6y during construction 2.Design assumes the top and bottom chortle is be laterally braced et k /.v r"j is me reapons 81 It8 of the erector.Atltlglonal permanent bracing of 2 o.c.and al 10'o.r.respectively unless braced throughout their length by P DATE: 11/30/2015 the overall structure taint responsibility of the building designer. continuous sheathing such as pNnnod sheathing(7C)and/or dryweA(BO). 3.2r Impact bridging or the rel bracing required where shown 4 a SEQ. : K 15 6119 8 4.No bad should be appAed to any component until after all bracing and 4.Installation of truss Is the reaponsibgly of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Dealgn assumes trusses are to be used In a non-corrosive environment. and arefor•dr/condition•ofuse. EXPIRES: 12/31/2016 TRANS ID: LINK aestgnb.debeappleatoanyeomponent. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge if November 30,2015 necessfabrication,handling.shipment end inslaiktlen of components. 7.Design assumes adequate drainage is provided. 6.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both fares of truss,and placed so their center TPIIWICA In SCSI,copies of which veil be furnished upon request. Ines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6,6 1 L Z 0.Delta Indicate eke of plate in Inches. p ( II.For basic connector plate design values see ESR-1311,686-1988(MiTek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -69/ 286V -7/ 97H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL= -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" f 1 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -1 o en ,1-1 o o 44 0 x M-3x4 l l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 . .DPR0FF ti ` �SNV r0 0,,N .� -71 Ct' :9782PE r" JOB NAME : 3413-B POLYGON NW - J1 .40 Sale: 0.6001 / BMW WARNINGS: GENERAL NOTES, unlessetharwtee noted. (a / �� 1.Builder and erection contractor should be advised of an General Notes 1,This design Is based only upon the parameters Mown and le for an individual 'i .OREGONA h Truss: J1 and Warnings before consbudlon commences. building component.Applicability or design parameters and proper -v///. V 2.2,4 compression web bradng must be installed where shown,. e;."- incorporation or component la the responsibility of the building designer. 9� ,qR .y • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to M laterally braced at 1 .4(j is the roeponsib8 ty or the erector.Additional permanent brodha of T o.c.and at 10'e.o.respectively unleae braced throughout their length by 'til DATE: 11/30/2015 the overall aruewre Is the responsibility erthe bending designer. 3.Do Impact bridging sheathing lateral braa��<wiredwhere C �/o:• tlryw'aA(BC). p A 1 I 1 SEQ.: K1561201 4.No lead Mould be applied toany component untnafterall breangand 4.Installation nof.sisthe Masses espoosb tyam.nesoutivec contractor. PA `/1• fasteners are complete and at no time Mould any loads greater than g TRANS I D: LINK design loads be applied to any component. end are assumes sandbars'g ass supports ge 5.Compurrua has no control over and assumes no responsibility for the s.Dace awmea hdl bearing t n Ma tie anew,,.shim or wad If EXPIRES: 12/31/2016 sae, fabndnen,handling.shipment and installation of components.nts. 7.Design assumes adequate drainage is provided. November 30,2015 B.This design Is furnished subject to the limitations eel forth by e.Plates shall be located on both faces of truss,and placed so their center TPIMTCA In BCS',copies or which oil be furnished upon request. Ina coincide with foil center lines. 9.Dight Indicate she of plete in Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E io.For basic connector plate design values see EOR-1311,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDE 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -93/ 357V -19/ 776 5.50" 0.57 KDDF ( 625) 3'- 10.9" -199/ 139V 0/ OH 1.50" 0.22 KDDE ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 9'- 4.8" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ., (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. fl 1 IMENO M-3x9 y l y 1-00 `PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 < O PRopess •c �G11s14- • ' :9782PE JOB NAME : 3413-B POLYGON NW - J2 ' ,,,,;,.r Scale: 0.5751 '11107 WARNINGS: GENERAL NOTES, unless otherwise notetl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is bran Individual "59 •R EGON 15, Truss: J2 and Warnings before conshudbn commences. building component.Applicability of design parameters and proper v' (T© t" Z 24 comprealan web bracing must be imlelbd where Mown+. Incorporation of component la the responsibility of the building designer. ✓� V,Q y� V �' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me tap and bottom chorda to be laterally braced at (.�'1 r!'Y lame responsibility of the erector.Adtl8lond permanent bracing of 2'o.c.end at IS Ac.respectively unless braced throughout their length by T l continuous sheathing such as plywood sheathing(TC)and/or drywaRBC). .h/t'f t `.. DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ v"'1 4/1r SEQ.: K15 612 0 2 4.No load should be applied to any component until ager al bracing and 4.Installation of truce is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. S.CompuTrus hes no control over and assumes no responsibility for the 8.DQ sicog assumes full bearing at all suppert shown.Shim or wedge II ES"EXPIR12/31/ 2 31 l 201 6 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015 C / 5.This design is furnished subject 10 the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI,WICA In SCSI,copies of whkh sill be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,IDc./CompuTrue Software 7.6,6(1 L)-E to.For basic connector plate design values sue ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #160TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 922V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" 0 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 C71 o I M-3x4 • l 1 1 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 C;A .0yGN k-4, s/o 8.782PE6 JOB NAME : 3413-B POLYGON NW - J3 Scale: 0.5501 / a•17 l' �� WARNINGS: GENERAL NOTES, unless otherwise noted: (/' OREGON 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon me parameters shown and Is for an Individual 9 OREGON N Truss: J3 and Warnings before construction commence.. buidingcomponent.Appllublityofdesign parametenand proper e �/ sQ 4Q` • 2.2x1 comprcpbn web brodng meet be installed where shown 0. incorporation of component is the responsibility of the building designer. s,o 4 r_ V 3.Additional temporary bracing to Insure stabdlty during construction 2.Design assumes the top and bottom chords to be laterally braced et 7 Y '1 J is the responsibility of the erector.Additional permanent bracing of T no ou at 1 g o.c respectively unless bread throughout their length by DATE: 11/30/2015 the overall structure is the responsibility the buWdin de continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). p11' f L ` ofg signer. 3.2e Impact bridging or lateral bracing required where shown++ r�J SEQ.: Ki5 612 0 3 4.No load should be applied to any component until after al bndng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses an to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are or conditionar 5.CompuTnrs has no control over end assumes no responsibility for the 8 nDeusu esign assumes mil bearing at all supports shown.Shim of 0.490 If 1 2 r31 J201 6 fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 90,2015 EXPIRES: G/y� !'a_/(� (� 8.This design is mmished witted to the limitations set forth by 8.Plates shall be located on both faces of Maw and placed so their center TP WOICA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center line. MTek USA,Inc./Com Trus Software 7.6.6(1L9.Diggs iAn conte nector plate inches.10. desigcvalues see ESA-1311.Mit 988(MlTek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2X4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 -I 12 Design conforms to main windforce-resisting 6.00 , system and components and cladding criteria. ',' Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 rh o ' of 1 p il.'" 1 4�1, 0 M-3x4 1 Y ,1 1-00 !PROVIDE FULL BEARING;Jts:2,4,3 8-00 ,C6'.., :4GN O.�.� s/' :9782PE ter" JOB NAME : 3413-B POLYGON NW - J4 ,. -�+' Scale: 0.5126 _ '� WARNINGS: GENERAL NOTES, unless otherwtae noted: `---?+ / C)RE(3C)I Truss: J 4 Builder and erectwn contractor should be advised of aN General Notes 1.This design b based only upon the parameters shovm and is for an individual w7f and Warnings before construction commences. building component.Applicability of deaign parameters and proper , 17":4Z'‘'. c;'''.?�'"' 2 204 compression web bredng mu et be Installed where shown v. Incorporetbn of component Is the roapanelbtty of the buildlnp designer. °T,? C'A a.s Y: A af. ¢ 3 AddMwnal temporary bracing to Insure stability during construction 2 Design eswmes the lop and bottom ba to be laterally braced at • 17 "1("Y J Is me reaponslbNMy of the credo,.Additional permanent bracing of 2 o.c.and et 10 o.c.reach as p yosdunion bread throughout their length by `� DATE: 11/30/2015 the overall structure la the responsibility of buildingdesigner. 2a mica edging or lateheaplyng required uireshewhere dryweA(BC). PAUL ` epon y o3.2a Impact bddgwg or morel bracing ragwred ween mown it. SEQ.: El5 612 0 4 4.No load should be applied to any component until alter all bredng and 4.Inatalatlon of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design wads be applied to any component end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility ler the 6.Deelgn saunas full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016nece fabrication,handling,ehl t end installation of cont scary. pmen components. 7,Pedshallassumes adequate donborewaasarusNovember 30,2015 6.This design le furnished wbNcl to the limitations stet font by e.Plates shall be located on both feces of truss,and placed so their center TPIAr.TCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. uTrus Software 7.6.6 1L E g.Digits Isis con etre of plate In Inches. MiTek USA,Inc./Com p ( 1 For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 914BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-15500) 126 7 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KEDF ( 625) LL = 25 PIF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS 0£ IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -/ MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 0 Design conforms to main windforce-resisting 6.00c7' system .00system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l .6, Truss designed for wind loads in the plane of the truss only. 0 0 M o c 2�� 5 I o M-3x4 y l y 1_00 y 8-00 PROVIDE FULL REARING;Jts:2,5,3,9 I 1-11-11 ��<f. ��1 E..6-6, � N/� V fir • c . :9782PE 9 . JOB NAME : 3413-B POLYGON NW - J5 Scale: 0.4500Wili . WARNINGS: GENERAL NOTES, niessotherwise noted Z' OREGON f^r/11 1 �y,� 1.Builder and erection contractor should be advised NO General Notes 1.This design Is based onN upon the parameters shown and Is for an Individual OR GO)i Truss: J5 and Warnings before construction commences. building component.Applicability of dealgn parameters and proper f. 2.284 compression web bracing mud be Installed where shown+. Incorporation of component is the reaps 4bp8y of the building eesigner. '1,51 .q Y :�Ga J' 3.Additional temporary bracing to Insure stability during construction 2 2 Design sashes the lop and bottom seschobrads a be throughoutaterally braced at _43(y+, Is the responsibility f the erector.Addttlonal M bradng of 2'o.c.and at ea o e reapecls ly unless braced dtheir Nngth by ir ('3�3 apo M o germane continuous sheathing such as plywood sheathing(TC)and/or d ywall(BC) PA U L. v‘� DATE: 11/30/2015 the overall structure lath.responsbatty of the building designer. 3.24 Impact bddgag or lateral bracing required where shown++ 4.No load should be applied to any component until after all bradng and 4.Installation of toss Is the responsibility of the respective contractor. SEQ.: K 15 612 0 5 festenars are complete and at no Bme should any loads greater than S.Design assumes trsses are to be used in a non.00rrosive environment, end are for"thycondition"of use. T RAN S I D' LINK design loads be applied to any component. s.CempoTrus has no cental over and assumes no responsibility for the 6.Dsalgn.comes lull best ng at at supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limnmiona set by 8.Plates shal be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. B.lines obrdIndicde join i size of tpcenter e) lines. MITek USA.Int./CompuTru$Software 7.6.6(1L)-E 10.For basic connector plate design values tee ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-191) 128 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Designchecked for net(-5 IC psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 -, Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. i 0 M O t .11.1"..°1111 T, I 2 PE 5►� M-3x4 1-00 8-00 PROVIDE FULL BEARINGyJts:2,5 3 93-11-11 y �+ �� N hLJ_vo :9782PE yr JOB NAME : 3413-B POLYGON NW - J6 ,,,r .err Scale: 0.3858 ,Tr - WARNINGS: GENERAL NOTES, unless otherwise notes C.., Truss: J 6 1.Builder and erection contractor should be advhed of all General Notes 1.This design is based only upon the parameters shown and is for an individual "7y OREGON a's and Warnings before construction commences building component Applicability of design parameters and proper SP1° 2.2x4 compression web bracing must be Installed where shown.. incorporation or component Is the responsibility of the building assigner. L7+ 3.Additional temporary bracing to Insure stability during construction 2.Design end Sl I D the tap sol bosom unless be to be laterally braced et "Q� " y GJ `�{` Is the responstbillly of the erector.Additional permanent bracing of s o c et 1 P a c.respectsely braced throughout their length by DATE: 11/30/2015 the overall structure Ie theresibgg signer. continuoussheathingsueth eaacingre aired here shown rtlrywaA(BC). , apron Iry ofme building designer. 3.2a Impact brteamg or lateral bracing required wrens sown. SEQ.: Ki5 612 0 6 4.No toad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility or the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes Susan are to be used in a nen-corrosive environment, TRANS I D• LINK design loads be applied to any component. end are for"dry condition-of use. 5.Compclrwe has no control over dna eswmee no reaponeibary for the e.Design assumes MI bearing al all supports Mown.Shim or wedge If EXPIRES: L.;:"1/2:4:6 L V 1. fabrication.handling,shipment and Inetsllallon of components. T.Dep0 assumes adequate drainage is provided. November 30,201 5 8.This design is Nmlehed subject to the limitation set forth by B.Plates shag se be located on both faces of trues,end placed their center TPIM'ICA In SCSI,copies of which well be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate In inches. Kiek USA,Inc./CompuTNa Software 7.6.6(10-E 10.For basic connector plate destgn values see ESR-1311,ESR-19138(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #1&BTR 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1572) 413 8- 5=(-317) 1575 4- 8=( 0) 246 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" V ------------------------------- BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"00 UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ ON 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. '' 43204 4320# 1212 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 D" M-4x6 M-6x6 ' 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. d I n 0 I1 m ( 0 a o k- 1 _ 7 8 _ 6 oliw: -3x9 M--33x4 M-1.5x3 M-3x4 0 y l y 5-08-08 2-08-12 5-06-12 P y 1 00 y 14 00 y 1-00 y ��s GINE dx�"/p - :9732PE fir" JOB NAME : 3413-B POLYGON NW - P1 .i ..i►' Scale: 0.3991 WARNINGS: GENERAL NOTES, unless otherwise noted. Cr' N.1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual .1 OREGON � ,Zr Truss: 21 end Warnings before construction commences. building component.Appiicabgily of design parameters and proper /V. 2.2i4 compression web bracing must be installed where shown+. incorporation of component lathe responstb8ty of the bnBdl g deeper. A Al�.:,y 3.Additional temporary bracing to inure stability during construeuon 2 Design assumes the top ens bottom shouts to be laterally braced at al 1 lathe responsibility of the erector.Additional permanent bracing of 2'o c and at 10'°.c.reapectNety unless breced throughout their length by \i sY continuous sheathing such ea plywood sheathing(TC)ant/or dryweil(BC). P141-11-. � DATE: 11/30/2015 the overag structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bradrg required where shown++ SEQ.: K 15 612 0 7 4.No load should be applied to any component until aIle,e1 bradng end 4.Installation st Mean Meuse ashe responsibility siblBty f theused In a�a��e contractor. ve n.nt, fastener&are complete and at no time should any bads greeter than Design assumes design bads be applied to any component. end are for"dry condition"of use. 12/31/2016 f'{fr�� J /{.{�cR TRANS ID: LINK 5.CompuTrua Ms no control over end assumea no responsibility ler the 6.Design assumeshit bearing+t all supports straws.Shim or wedge if EXPIRES: 1 2/3 1120 1 6 fabrication.handling,shipment and installation of components. 7.Desigassumes adequate drainage is provided. November 30,2015 6.This de=ign is furnished subject to the limitations set forth by 6.Plates shell be located on both faces of truss,end placed so their center TPLMTCA in BCSI,copies of which WI be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate r Inches. MITek USA,Ino./CofnpuTrus Software 7.6.7(1L)-E 10.For bests connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #105TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 329 BC: 2x4 KDDF #1013TR SPACED 29.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x4 KDDF STAND 3-9=(-705) 133 LOADING 4-5=( 0) 50 I TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63H 5.50" 1.12 RODE' I 625) 14'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 100SF 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 = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIE. LL DEFL - 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 12 12 Design conforms to main windforce-resisting 6.00 IIM-4X4 system and components and cladding criteria. Q 6.00 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ./.-0( (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. 1.1 n rn rn 0 y0 g 74 5 a 0 6 �Sq o M-3x4 M-1.5x3 M-3x4 0 l 1 i 7-00 7-00 y 1-00 y 14-00 y 1-00 y �••S� �NGIN `9/0. :9782PE 9r JOB NAME : 3413-B POLYGON NW - P2 • .id Scale: 0.3991 , ' WARNINGS: GENERAL NOTES, unless otherwise noted r Truss: P2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �p a REGON N. and Warnings before constriction commences. building component.Applicability el design parameters and proper /jf Q 2.204eeeprewmn web basing must be Installed where shown o. incorporation of component is responsibility of the building designer. j' i!;(��... 3 Additional temporary oaring to Insure stability during conebuctCn • z.Design assumes the top and bottom chords to be latereM braced at "QA q 1 A Is the rosponlebtity of the erector.Additional permanent bradng of T o c.and at 10 o c respectively unless braced throughout their length by 7 ` DATE: 11/30/2015 the overall structure is the responsibill f the building designer. 20 Impact eing sheathing latehaaacingotlahee where shown h w/ortlryWall(BC). .�,^�l `�`, B'° 3 In Impact bodging iors lateral bracing ty of the respective Me co e a /"'{ 1., SEQ. : K1561208 4.Noload should mleteentoany mpuntyloadall erednhand 4,Installation sssbresrretonebeofthenn-eGNsceenviron fasteners are complete and at no time should any peas gloater than 5.Design assumes tineass are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 12/31/2016/�/�q Jry �+ 5.CompuTrus hes no control over and assumes no responsibility for the e.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/3 1/201 6 fabrication.handling,shipment end Installation of components. nece.nary. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide vath joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311.058-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF 1#16RTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -119/ 445 5.50" 0.99 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 ,r j' cf MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 12 Q 6.00 /- m 1 M-1.5x3 i:;11::::'Etn:1::iend,wiCnadt::::::::: formstomainwindforce-resisting components and cladding criteria. 1Wind: =l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ts), Enclosed, Cat.2, Exp.B, MWFRS(Dirj, ion factor=l.6, cal(s) a exposed to wind, designed forwindloads in the plane of the truss only. rn 0 r 0 11111111111111111111111111111111.- rn kallillillIMIENIIIIIIIMIMar FCC: sr 1M f- 511.. 3 0 M-1.5x3 M-3x4 J• l l 0-05-12 6-00-04 J• l l 6-06 1-00 89782PE JOB NAME : 3413-B POLYGON NW - P3 . • Scale: 0.5233 af , --,.w WARNINGS: GENERAL NOTES, unless otherkse noted E.rm1 / ` 4 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for an Individual /- OREGON N Truss: P3 and Warnings before construction commences building component Applicability of design parameters end proper 0 „ 2 2,4 compression web brsGiq mud be Installed where shown A. Incorporolbn of component Is the rasps.5880 of the building destgner. Am,' /f `-: `i�+ 3.Additional temporary brewing to insure stability during construction 2.Design assumes the top and bottom choke to d Nterally braced at 7 'l Y �Y. lathe responsibility I the erector.Additional permanent basing of 7 o,c,and at se o,n,such unless braced throughout their length by A'/acontinuous sheathing such as plywood heaths g(TC)and/or drywail(BC), PA I +L '�•` DATE: 11/30/2015 the swami structure Is IM responsibility of the building designer, 3.2i Impact bridging or lateral bracing required where down+w �""1 V 1.. SEQ.: K15 612 0 9 4,Ne load should be applied to any component until alter.1 bracing and 4.4.DesignInstallation of truesss isthe responsibility t ee respective contractor.ntral ent, fasteners are complete end at no time should any bads greater than and are •dry trusses condition"are to b. TRANS ID: LINK design loads be applied to any component. 6. and Design assume.Nlbearing lal all supports siewn.Shim or wedge if {{pp cCh�'is 12/31/2016 5,CompuTrus has no control over and aswmsa no responsibility for the necessary. EXP IRES fabrication,hendling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subsea to the limitations set forth by 8.Pates shag be located en both faces of truss,and placed so their center TPIAMCA In BCSI,copies of which will be Nrnlshed upon request. linea coindde with Joint center Inc.. 5.Digits indicate size of plate in Inches. MITek USA,Int./CompuTtuS Software 7.6.7(1L)-E 10,For basic connector plate design values sea ESR-1311.ES12•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 ( ) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 297V -6/ 436 5.50" 0,47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 1 1 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M t ,11O PA 0 1 2 M-3x4 J• y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 �tiR0D PRQp. • �„5 NGINE'E19 /0 `‹' :9782PE �r JOB NAME : 3413-B POLYGON NW - PJ1 "--1"1_,,,/' Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted: Builder and erection trador should be Truss: PJ1 and Warnings before coonetmction commencesaetl of all General Notes buThilding compbased only upon the ponent.Applicability oftlrameters shown and sign parameters andlproper Individual 7y ORONf, 4 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component is the responsibility of the building designer. V (�3.Additional temporary bracing to Insure stability during construction2 Dealgn assumes the lap ant bottom chortle to dt leteafly brecetl alaa♦�'�- A ::6 Is theresponsiblity of the erector.Additional permanent bracing of7o.c erM el tO a.e.respeMlwly uNeae brecetl throughout their lerplh by "t DATE: 11/30/2015 the overall structure is the responsibility continuous5Imp sheathing weirslbacias ng required whereC)and/ordm551 BC). 4•. :31 1\1 spore SY of the building designer. 3.2a Impact bridgingeathior Istenl peOdbi required where boon++ U SEQ.: K 15 612 1 O 4.No bad should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respedee contactor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses ere to be used In a nontorroelve environment, TRANS ID: LINK design Rads be applied to any component. and.roo aycandNonoraae. 5.CompuTrus has no control over end assumes no responsibility ler the 6.Destgn assumes NII bearing at eN supports bawn.Shim ar wedge IfEl:� �� fabrication,handling,shipment and installation ofoomponents. 7.Dedgn assumes adequate drainage is prodded. November 30,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both feces Ohne,and placed so their center TPIAn/fCA in SCSI,copies of which will be furnished upon request. Nnes coincide with Joint center lines. 9.Digits Indicate Nee of plate in Inches. Mick USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.for basic connector plate design values sea ESR-1311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-65) 9B TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 396V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.039" @ 3'- 1.4" Allowed = 0.333" ,( '( MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) axe exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 N co 0 1 o 1111111414 4-/ 0 M-3x4 l l l 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I � P RQrrk- ry�5 tyGlN er � .��� � 0 � 89782PE JOB NAME : 3413-B POLYGON NW - PJ2 • ' Scale: 0.6146 %"'. GENERAL NOTES, unless othemise noted: / Ase/ ,(^�p /t 40 WARNINGS: lJflE41/\KI .. 1.Balder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual V fi-,4�V(Vt3,42...,‘,... Truss: PJ2 and Warnings before conelruclion commences. bolding component Applicability of design parameters and proper q 2.2i4 compression web bredng must be Insielld where shown ti Inceryorsibn of cemponent le the roeponsibllty of the buA9lrp designer. «'!IaRY153.AddPoonel lemponry brecl'N to Inwre slabgly during censbuctbn 2.Design assumes the lop end bottom se.choa to be latently braced at Is the responsibility of lite erecter.Additto permanent bracing f 7 o.c.and at id o c respectNety unless braced throughout their length by span P g o continuous sireatmng such es plywood sheathing(TC)anion drywal(BC). /1 1 1 l '�•\ DATE: 11/30/2015 the overall structure N the responsibility of the building designer. 3 20 Impact bridging or lateral hoeing required where shown++ �'{NuJ L SEQ. : K 15 61211 4.No bed should be applied to any component untN after el bradng and 4.Installation of buss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any pads greater than 5.Design shame,busses are to be used Ina nomwrrodve environment. TRANS ID: LINK design loads be applied to any component. and.re for"dry endnien°ol see. [� 12/31/2016 !�/rj l)r�/� 5.CompuTnn has no control over and mamas no responsibility for the 8.Des ign same.Nit bearing at Cl supports sheen.Shim or midge if EXP I RES: 1 2/3 1/201 6 ry l� l fab. I.ndling.shipment and stsilalien of components. 7.Design assumes adequate drainage is provided. Novem4P.r 30,2015 8.This design Is furnished abject to the limitations set forth by 8.Plates steel be located on both faces of Wes,and placed so their center TENNI-CA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. NMI(USA,Inc./CompuTnas Software 7.6.7(1L)E 10.For basic connector plate design values see EBR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-97) 97 TC LATERAL SUPPORT <= 12"OC. OON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25..0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -46/ 902V -20/ 9911 5.50" 0.69 RODE ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593- f f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M n1 0 v 1 Wil.I 1 2► 4 M-3x4 J• .1 y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,9,3 1 ��5 .° PR Opk- 619 NN �yCa�NF�� r0 4- :9782PE .c�`` JOB NAME : 3413-B POLYGON NW - PJ3 • Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwise noted. E.re, Truss: p J3 1.Budder and erection conhador should be advised of all General Notes 1.This design N based only upon the parameters sheen and h for an Individual « h"j and Warnings before construction commences budding component.Applkabll5y of design parameters and proper EGONV 2.204 compression web bredng must be Installed where shown e. Incorporation of component la Na responsibility or the building designer. �y 4. I4�y: � � 3.Adtldlonal temporary bracing to mere stability during construction 2.Design assumes the top and bottom Moble to be laterally braced of 7 Is the responsiblldy of the erector.Additional permanent bracing o! 7 o c and at 15sheathing ex raunh a.sly a ase braced throughout their length by �� DATE: 11/30/2015 the overall structure mine responsibRty of the building designer. continuous ddgirg an such as plywood sheath here antl/ar tlryweN(BC). PAUL 3.to Impact bdtlgbg or lateral bracing required where Mown+a SEQ. : K 15 61212 4.No bad should be applied to any component until after all bradng and 4.Installation of truss N the responsiblNty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorresive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. B.Compolrus has no control over and assumes no responsib8dy for the 8.mam acur, full bearing al all supports mown.Shim or wedge If EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components 7.Design assumes adequate drainage is provided. .t 0.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces or truss,and placed so their center November 30,2015 TPWYTCA in BOSI.copies of which will be furnished upon request. lines coincide with joint center linea S.Digits Indbate sin m plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1711.ESR-7808(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -6B/ 301V -6/ 430 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL= 0.001" @ 1'- 0.1" Allowed = 0.050" f f MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. N o n7 f cp I 1 0 M-3x4 l l l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 v,,O) PR OFE �uCy� GINE-EX ,� �cR , rt' :9782PE c' JOB NAME : 3413-B POLYGON NW - SJ1 -" ''', Scale: 0.6957 ,'r WARNINGS: GENERAL NOTES, unlessoth°rwlse notetl ,... OREGON /'h(�I 1�� 1.Builder and erection contractor should be advised of a"General Nates 1.This design le based only upon the peremetere shown and is for an Individual OR GO N [� Truss: SJ1 and Warnings before construction commences. building component.Applleabmty of design parameters and proper �„ ,�,� 2.244 compression web bracing must be Installed where shown• Incorporetlan of component Is the responsibility of the building designer &4[y v .{b 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom es,chobraced to los latare"y bracetl at l 1 1 _t Is the responsibility of the erector.AddElonel permanent brawn / 7 o.c.end at 18 o e.rape as p unless throughout their length by L/a)s t (-.V apon 9 o continuous sheathing such as plywood aheathmg(TC)and/or drywall(BC). '-1 U L l DATE: 11/30/2015 the overall structure le the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown o• 4.No load should be applied to any component until after a"bracing and 4.matauatlon of truss lame responsibility of the respedNe contractor. SEQ.: K 15 61214fasteners are complete and at no time should any loads greater than 5.Design°°°limes trusses are to be used In a noncorm°Ive environment, and are for"dry condition"al use. assign bade be applied to any component TRANS ID: LINK 5.CumpoTruahasnocontroloverandassumesnoresponsibilityfortM B De2gn'°Wile°M"°'""°°`°"`"pp°"shownShim°rwedge" EXPIRES: 12/31/2016 rebricsifon,handling,shipment and installation of componeMa. 7.Design ssumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitation set forth by 8.Plates aha"be located on both faces of truss,and placed so their center TP WWCA In 8151,copies or which will be furnished upon request. linee. 9.Digits indicate alae oft with pint center a inInches. MITek USA.Ina./CampuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3-(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 29H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 23V 0/ 0H 5.50" 0.04 KDDF ( 625) 1'- 11.7" -29/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1-11-11 /BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 IAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.195" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 o rt � ti 1 3 11 M-3x4 y l 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 I 10&1) PROpe NGINE f© :9782PE yr JOB NAME : 3413-B POLYGON NW - SJ1X Scale: 0.7901 WARNINGS: GENERAL NOTES, unless amervlse rated G/ Truss: SJ1X 1.Builder and erection contractor should be advised of all General Notes 1.Thisd&don is based only upon the parameters shown and Ia for an individual Vj OREGON '� and Warnings before construction commences. building component.Applicability of design parameters and proper ��f �('� Nr Z 2e4 compression web bradng must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. ,av A h y: �+ 'I'r�'. 3.Additional temporary bracing to Insure stability during construction Z Design assumes the top and bottom unless be to be laterally braced at 7 �l rT :7 CJY_ Is the roaponlebllgy of the erector.Additional permanent bracing of 2'o,c,and et 10 sheathing respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility lithe building designer. continuous inosuch as plywood requirede sheathing(TC)s and/or drywaR(BC) U 1�. sPo ry a g 3.In limped bridging or lateral bracing where shown,+ SEQ.: El5 612 15 4.Na load should be applied to any component until after at bradng and 4.Installation of wee Is the responsibility of the respective Glints r, fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS I D: LINK design bads be applied to any component and are tar dry condition'of use. 5.CompuTrue has no control over and assumes no reeponsibllity for the H.Desitin assumes rut bearing at ail supports dawn.Shim or wedge if EXPIRES: 12/31/2016 necessfabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015 H.This design Is lumiehed subject to the limitation set forth by S.Plates shall be located an both faces of truss,end placed so their center TPVWTCA In SCSI,copes of which will be furnished upon request. been coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inn/CompuTras Software 7.6.6(1L).E 10.For basic connector pieta design values see ESR-1311,ESR-1a59(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF 614BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF g1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 99V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL= -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, p Truss designed for wind loads I in the plane of the truss only. N M f o 1 P 2 4►�� M-3x4 )' y y J' 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I EO PROF" ��4,!4'',5�GINF�� Sr09 ct :9782PE e. JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.7890 WARNINGS: GENERAL NOTES, unless otherwise noted. Vir 9/�-OREGON iLl �� 1.Builder and erection aonBador should be edvlsed of all General Notes 1.This design la based only upon the parameters shown and Is for en individual O(l GO'V (r... Truss: SJ2 end Warnings before construction commences, bulking component.Applicability of design parameter.and proper �l q„ gR- Z.Dt4 compreWon web Dradng must be Insteiled where grown.. Design assn of component Ie the reyronelsNty of the budding designer. 1°,,,v, YjQ[�y. A ( 3.Additional temporary bracing to Insure slablllty during construction 2.yestgn assumes the tap end bottom chords to b.laterally lensed et lk f, 1 _5 k the responsibility I the erector.Additional m b.acing of T o.c,end at 10 o.c,earl 5e respectively unless braced throughout their length by �y {' '�l spo lity o permane continuous sheathing such as plywood aheathkg(TC)and/or drywall(BC). Pq' i L I'''' DATE: 11/30/2015 the overact structure Is the responsibility of the budding designer. 3.24 Impact bridging or lateral braving required where shown•• v SEQ.: K 15 61216 4.No bad should be applied to any component until ager ad braving end 4.Installation of tines Is the responsibility of the reepectve contractor. fasteners are complete and.t no time should any loeds greater then 5.Design assumes trusses ere to be used Ina non-wnaaWe environment end ere or dry TRANS I D: LINK design Inds be applied to any component. ondbia bearing.of use. 5.CompuTrue has no control over and assumes no responsibility for the 8.�� full al all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. November 30,20d15 8.This design Is Furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of trues,end placed so then center TP6NJTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint tamer lines. 9.Digits Indicate alae of plate In Inches. MITek USA,Inc./CompuTruS Software 7.6.6(1L)-E 10.For basic connector plat.design values see ENR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. U011. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) IL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 L 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 1OPS F LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" -1 Design conforms to main windforce-resisting iiiri system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N M /- 0 1 111 0 O 1= 311111110,- 11 M-3x4 PR y 2-00 I y 1-11-11 y . , `� F ..:0PROVIDE FULL BEARING;Sts:1,3,2 r `'a [, c``• :9782PE ru JOB NAME : 3413-B POLYGON NW - SJ2X • ,-'' Scale: 0.8965 • llir WARNINGS: O.This e NOTES, unless on hevlae noted: -74,OREGON Truss: S J2 X Budder and erection conirector should be advised Mall General Notes bele design is based only upon the parameters design r Moven end Is for an Individual �� and Warnings before construction commences building component.Apdicadldy of design parameters and proper 2 2.2a4 compression web bracing must be installed where shown•. incorporation of component lathe rospoinlbdlty of the building deeigner. .ay' 41:4y: 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom see be la be Ielerelty braced et T�[*I lathe responsibility of the eradar.Additional permanent bracing of T o c.and at 1d o.c.respectively wises braced throughout their length by ]" continuous sheathing such as plywood sheet whereC)endbr drywa9(BC). t �\ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.Tr Impact bridging or lateral lensing required shown•• 4. SEQ.: K 15 612 17 4.No bad should be applied to any component untgAner all basing and 4.Installation of thus is the responsibility of the respective contractor. fasteners are complete and et no time Mould any leads greater than 5.Design assumes busses are to be used in a non-corrosive environment. TRANS ID: LINK design bads beapplied toany component. and etc Ten dry senditien'Muse. 5.CempuTnahasnocontroloverandassumesnoresponsibilityforthe e.Design assumes sal bearing aiailsupponaehoerr Shim or wedge If EXPIRES. 12/31/2016 fabrication,handl) shipmentcomponents. necessary. .A handling, and installation of cont ts. 7.Design assumes adequate drainage is provided. November 30,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPMNTCA in SCSI,copies of which MMA be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate In inches. M ITek USA,Ina./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-lges(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 RODE #16BTR SPACED 24.0" 0.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 m m /- o i Nil 7 /-- 1 2� 41110- 0 M-3x4 y l l l 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I �� c.© PR open :9782PE P" JOB NAME : 3413-B POLYGON NW - SJ3 • Scale: 0.6303 . -7.n�� WARNING& O.This&enisb, unyuponthe ae dedparameters 7A-OREGON c3-. Q` i.Builder and erection contractor Mold be advised of el General Notes I.This design la based only upon the parameters shown end is for en individual I OREGON 7 1.-7�.JI V Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters end properei 2.2a4 compression web bracing must be inat Red where shown•. Incorperet of component is me responsibility Dribs building designer. ....941.2...RY l 8E 3.Additional temporary bradng to Inure debility during construction 2.Design assumes the tap end bosom chords to be laterally brecetl et _4 y is the responsibility of the erector.Additional pennenem brads f continuous oto.and st ea10 Din.sash as p9ely unless brattd(TC)n d/r dryeir stl B). V 9 o 7cc. dsheathing such as plywood s braced t throughout hoot t drywe8(th b ("' ``` �. DATE: 11/30/2015 Me overall strucWk re Is the reapen•ulty of the building designer. 3.2a hoped bridging or lateral bradng required where shown•• SE K 15 61218 4.No load Mould be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. Q•: fasteners are complete and at no time should any loads greater than 5.Design assumes trustees are to be used Inc noncorrosive environment. and are fm'dry condelon"of use. TRANS I D: LINK design loads be applied to any component CompnTma has no aesrol over and assumes no respenIWlsy for the e.Design wanes nn bearing et as supped.aneww.Shim or wedge a EXPIRES: 12/31/2016 n t fabdca8an,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,20 1 5 8.This design is furnished subject to the limitation sat fosh by 8.Plates shall be located on both faces of truss,and placed so their center TPI1WTCA in SCSI,copies of which will be furnished upon request. tines coincide gs. ,Diels Indicate th joint size plate in Inness. MITek USA,inn./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wek) Symbols Numbering System a General SafetyNotes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rm� Dimensions are in ft-in-sixteenths. ImAk. 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.x/16 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves a 4 may require bracing,or alternative Tor I IIMIII—MIIE_ O IL\Illiitilia_2u bracing should be considered. rorO 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ C7-8 c6- cs-. O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 "ii from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. sotlware or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1 352,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 text in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. V..., 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 16.Do not cuor alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. hilr 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictured before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, M iiire k6 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